TCI Building Code Final Print Copy 140416 by CHRISTIE'S INTERNATIONAL REAL ESTATE-TURKS AND CAICOS

BUILDING CODE Turks & Caicos Islands

Department of Planning Ministry for Environment and Home Affairs Grand Turk Turks & Caicos Islands

28 April 2014

Preliminaries

Containing:

Title

Page

General Contents

Acknowledgements

iii

Preface

Code Userâ&#x20AC;&#x2122;s Guide

xii

General Contents PRELIMINARIES ACKNOWLEDGEMENTS PREFACE CODE USER’S GUIDE PART 1A SECTION 1

ADMINISTRATION OF THE CODE

SECTION 2

DEFINITIONS PART 1B

SECTION 3

GENERAL REQUIREMENTS PART 1C

SECTION 4

MATERIALS AND CONSTRUCTION STANDARDS PART 1D

SECTION 5

PUBLIC HEALTH SAFETY and BARRIER FREE DESIGN

SECTION 6

PRECAUTIONS DURING BUILDING CONSTRUCTION PART 2 – SERVICES

SECTION 7

WATER SUPPLY SERVICES

SECTION 8

SEWAGE AND WASTE

SECTION 9

PLUMBING

SECTION 10

SOLID WASTE DISPOSAL

SECTION 11

ELECTRICAL INSTALLATIONS

SECTION 12

MECHANICAL INSTALLATIONS PART 3- STRUCTUREs

SECTION 13

LOADS

SECTION 14

EXCAVATION AND FOUNDATIONS

SECTION 15

TIMBER CONSTRUCTION

SECTION 16

CONCRETE BLOCK MASONRY

SECTION 17

PLAIN AND REINFORCED CONCRETE

SECTION 18

STRUCTURAL STEEL PART 4- ENERGY

SECTION 19

ENERGY CODE PART 5 – APPENDICES

U.S. AGENCIES AND STANDARDS

SHEET METAL GAUGES

WEIGHTS OF BUILING MATERIALS

ACCESIBILITY FOR HANDICAPPED PERSONS

DESIGN REQUIREMENTS FOR CONSIDERATION BY BUILDIN CONSULTANTS

GUIDANCE TO EFFLUENT DESIGN

ACKNOWLEDGEMENTS This draft Turks and Caicos Islands Building Code has been prepared with the assistance of a number of persons involved in the design and construction of buildings in the Turks and Caicos Islands. The Code Review Committee which was formed to review drafts of existing models and to decide on the materials and construction processes relevant to the environment, worked intensively to ensure that the TCI Code is responsive to the needs of the Turks and Caicos Islands. The TCI Code draws heavily on American standards and codes as nearly all of the building material used in the Turks and Caicos Islands originate in the United States, and most of the mechanical and electrical equipment and systems are of U.S. origin. The TCI Code does not therefore attempt to provide all of the information needed by a building designer, but it provides the controls required by the Government and records the concerns regarding building in the environment of the Turks and Caicos Islands. The persons intimately involved in the development of this draft are: Mr. H. Hinderaker

Turks and Caicos Society of Architects, Surveyors and Engineers.

Mr. J. Lee Mr. T. Durham Mr. B. Clarke

″ ″ ″

Mr. W. Robson Mr. G. Oliphant

Public Works Dept. TCI. ″

Mr. O. Ariza

Chairman, Authority.

Mr. R. Adams

Public Health Dept.

Miss J. Keery Mr. K. Been

Dept. of Planning. ″

Mr. A. Wason

Building Control Adviser, UNDP/UNCHS, Coordinator.

iii

Planning

and

Development

Valuable assistance was also given by Mr. Prince Harris, Building Contractor, Mr. Hilly Ewing former Building Inspector, Mr. C. Garland, former Senior Building Inspector, and Mr. G. Hinds of the Dept. of Planning. The Appendices to the draft acknowledge the many sources used in the development of this Code. Particular reference is made to the Caribbean Uniform Building Code for the Sections on Wind and Earthquake engineering, the Standard Building Code, the South Florida Building Code, and the National Building Code of Jamaica. Subsequent to the issue of the Code in 1988, the building fraternity of the Turks and Caicos Islands have made many recommendations for the improvement of the Code. These recommendations have resulted in a more comprehensive document which responds to the needs of the Turks and Caicos Islands and the improvement of building in the Islands. Dept. of Planning, Grand Turk, Turks and Caicos Is. 1988.

PREFACE The Physical Planning (Building) Regulations made under the Physical Planning Ordinance 1989, came into operation in October 1990. Schedule 2 of the Building Regulations states that “a person wishing to erect a building or structure, or carry out building operations as defined in the Physical Planning Ordinance, shall comply with such building standards as may from time to time may be contained in and published by the Department of Planning as the Turks and Caicos Islands Building. Code”. Since the Code was published in 1989, the Physical Planning Ordinance 1989 was enacted by the Government of the Turks and Caicos Islands. This Ordinance mandates the use of the Code and provides the Director of Planning and the Planning Board with specific authority over all building and development activities in the TCI. The Code therefore has to be sensitive to the exercise of this authority and must respond to the changes in technology and development objectives of the State while preserving the principal objective of “safe” building. In April 1992, the Department of Planning reviewed the operation of the TCI Building Code and Building Guidelines with the TCI building fraternity at meetings in Grand Turk and Providenciales, and agreed that the Code should be updated to reflect the current technical standards and to clarify some statements which appeared to be in conflict with the normal building processes in the Turks and Caicos Islands. The opportunity was taken to correct drafting and typographical errors which appeared in the draft. The changes and amendments have generally been to clarify certain specifications, particularly in the use of steel framed buildings, and to allow designers more latitude in submitting alternate designs for approval of the Board. The use of the Caribbean Uniform Building Code (CUBiC) has been emphasised. CUBiC was developed specifically for use in the Caribbean and contains the design and construction standards applicable to the environment of the Caribbean. It is therefore recommended that designers of structures consult CUBIC where indicated in the TCI Code. Sections 103.3 and 402.1 of the Code authorize the Director of Planning and the Physical Planning Board to approve the use of codes of practice and construction methods not referred to in the TCI Code provided it can be demonstrated that the codes and construction methods proposed are at least equal to the requirements of the TCI v

Code for quality. These provisions recognise the need to ensure that new building technologies are seriously examined, but the Director and the Board are charged with the responsibility of ensuring that all buildings and structures are designed to resist the hazards of hurricanes, earthquakes and other natural and environmental events. Some of the amendments to the Code have been designed to reflect this concern and to ensure the paramount importance of the TCI Code. An important addition to this Edition is Appendix K which contains a Checklist which requires building professionals submitting designs in support of an application for a building permit to indicate the specific elements being considered in the design of the building. The main purpose of this checklist is to assist the designers and the Department of Planning to ensure that all critical elements have been considered. A structural engineer's certificate is also included. This certificate deals with the details of structural engineering building design and is designed to ensure that the engineer takes into account all of the factors which affect the safety of the building and its resistance to high winds and earthquake forces. This edition of the Turks and Caicos Islands Building Code results from reviews and discussions held periodically from 1992 geld in by the Department of Planning and the building professionals in the TCI and assisted by Alwyn Wason, Building Control Adviser. The process of review and updating of the Code will be carried on by the Department with the help of the building professionals in the Turks and Caicos Islands. Department of Planning Turks and Caicos Islands March 2000 THE 2001 EDITION This edition includes further clarification of Section 1 - Administration of the Code - to provide developers and designers with information on the procedure for the engagement of a Review Consultant (Special Inspector) and information on the plans to be submitted for approval of the Board and for the grant of a Building Permit. All other amendments resulting from the 1995 and review have been incorporated and amendments resulting from the September 2000 meeting with TCI building professionals have been made. In particular Section K -

Design Requirements for Consideration by Building Consultants, and Code User's Guide have been added. This printing has taken the opportunity to correct some of the typographical errors found and to improve the formatting for consistency. All amendments resulting from meetings and discussions with the Building Professionals and with the officers of the Department of Planning have been taken into account. Department of Planning Turks and Caicos Islands July 2001 The 2006 Edition This edition provides updated information on fire safety and recognises that the Fire and Rescue Services of the Turks and Caicos Islands is mandated by law to ensure that fire safety is a primary responsibility of that Department. Sections 3, 4 and 5 of the Code are therefore revised to emphasise the need for consultation with the Chief Fire Officer in the design and construction of all buildings except single family dwellings. The four Tables in Section 3 which give recommendations for fire resistance ratings of buildings have been consolidated into three Tables and consequential changes have been made. Subsection 506 - Barrier Free Design - brings the design information in Appendix G - Accessibility Guidelines for Handicapped Persons - into the main Code, as the need for designing and constructing components which accommodate persons with disabilities becomes greater. Appendix G lists references which should be consulted by designers of buildings to which handicapped persons would have access. The format has been changed for easier exporting of the document. There are now five main Parts: Preliminaries:

which includes General Contents, Acknowledgements, Preface and Code User's Guide.

Part 1:

General requirements, Administration and Fire Safety.

vii

Part 2:

Services, contains the mechanical and electrical services and water and sewage.

Part 3:

Structural and Small Buildings.

Part 4:

Appendices.

The Table of Contents of each Section is given with each Section. Each main Section is numbered. For example the material in Section 3, General Requirements, is numbered 301, 302 etc. and Subsections 301.1, 301.2 etc. Page numbering refers to the number of the page in each part. Page numbering in Part 1 is 1-1, 1-2 etc. This is done so that the reader can easily identify the Part to which the page refers. Department of Planning Turks and Caicos Islands November 2006

viii

The 2014 Edition The TCI Building Code has been updated to meet the standards of the International Building Code, 2009 edition (IBC: 2009) produced by the International Code Council (ICC) as a main reference. All references to Caribbean Uniform Building Code (CUBiC) have been removed and replaced. CUBiC has not been updated in over 27 years and is no longer readily available. This purpose of this edition is to bring The TCI Building Code in line with the requirements for construction in zones of high winds and seismic activity and to the environmental and sustainability standards as described in IBC: 2009. This edition of the TCI Building Code has been updated by Arup through a contract co-financed by the European Union 10th European Development Fund and the Turks and Caicos Government under the EUTCI Hurricane Ike Reconstruction and Rehabilitation Project, administered by the Disaster Recovery Board Ltd, of the Turks and Caicos Islands. This edition results from collaboration with the TCI Planning Department and through consultation with building professionals in the TCI during 2013. Section 3 of the TCI Building Code now incorporates the Use and Occupancy Classifications as categorized in IBC: 2009; to ensure that the TCI code can be used alongside IBC and other related codes referenced therein. The Building Guidelines document is no longer in line with current international and local best practices, and has been withdrawn; this document is to be updated as part of a separate project. Therefore Chapter 18 on small buildings has been removed. Sections relating to fire and hazardous materials have become more detailed and much of the information that was included in the Appendices is now in the main body of the Code. The following Appendices of the last edition have been removed; Appendix E â&#x20AC;&#x201C; Hazardous Materials, this list has been included in Section 301 under Hazardous Occupancy Buildings. (This follows the IBC format where it lists the hazardous materials under this Occupancy Group).

Appendix H - General Guidelines for Fire Resistive and Appendix J which dealt with requirements for construction types. The TCI Building Code (using IBC methodology) now allows the person to identify the construction type of the building and the fire resistance required of the different building components. Appendix I - deals with the requirements for different Occupancy types â&#x20AC;&#x201C; these requirements are in the main body of the Code. The format of the Code has largely remained as per the previous edition for ease of use; with the addition of the Energy Code which is now Part 4 and the Appendices moved to Part 5. There is an additional Section (12) in Part two as the Sections on Electrical and Mechanical Installations have been split. There are now six main parts to the Code: Preliminaries:

which includes General Contents, Acknowledgements, Preface and Code User's Guide.

Part 1:

Public Safety General Administration and Fire Safety.

Part 2:

Public Health - Services, contains the mechanical and electrical services and water and sewage.

Part 3:

Structural Safety - Structures

Part 4:

Energy Code

Part5:

Appendices.

requirements,

FUTURE UPDATES TO THE TCI BUILDING CODE The TCI Building Code will be revised at least every 6 years in line with the International Building Code (IBC) cycle. A separate contract will be awarded by others (outside the TCI) to SRC (Seismic Research Centre) with the Mona Earthquake Unit and EUCENTRE to undertake a probabilistic seismic hazard assessment (PSHA) study that will produce 2475 year maps, which currently do not exist for the TCI but are required in IBC: 2009 to calculate the seismic design category. The timeframe for this study extends to mid-2014, and there is a risk that it may be longer. In the short term, as an interim measure a seismic hazard analysis was undertaken by Arup to produce 2475 year return period maps using the USGS web tool which extrapolates 475 year return period maps based of the Global Seismic Hazard Assessment Programme (GSHAP), to create Ss and S1 data for this edition of the TCI Building Code. The seismic load and structural clauses of the TCI Building Code will need to be revisited and revised based on the outcome of the PSHA. As this edition of the TCI Building Code was updated to IBC: 2009 the next update should incorporate IBC: 2015.

A GUIDE TO THE USE OF THE TURKS AND CAICOS ISLANDS BUILDING CODE Introduction The Turks and Caicos Islands Building Code is a schedule under the Building Regulations 1990 made under the Turks and Caicos Islands Physical Planning Ordinance 1989. The technical requirements of the Code are based, on the International Building Code – 2009 edition (IBC: 2009) produced by the International Code Council (ICC).

The primary purpose of the Code is a building standards document with minimum requirements for quality, durability and safety of building design. It promotes:  Public Safety; reducing exposure and vulnerability to natural hazards (hurricanes, seismic activity); also to fire, and construction hazards;  Public Health: ensuring the appropriate provision of utilities and services, and appropriate disposal of waste products; and xii

ď&#x201A;ˇ Environmental issues; promoting environmental sustainability by improving buildings to mitigate environmental risks both globally (climate change) and locally (resources/pollution). It is not intended to be a textbook on building design, advice on which should be sought from professional sources. Recommended Procedures in the Use of the Turks and Caicos Islands Building Code 1.

Select occupancy classification which, most accurately fits the use of the building. (Section 3 Table 3-1).

Select the Type Classification of the building by Construction (Section 3)

Review permissible areas and heights for the building (Table 33).

Review the desired Fire Resistance Rating of the building (Table 3-4).

Review the fire resistance rating of the structural elements (Table 3-5 to 3-6).

Check fire protection requirements (Section 4 )

Check means of egress and fire escape requirements including design and location of stairs, corridors and doorways (Section 5).

Determine accommodation requirements for toilets, lavatory basins and urinals (Section 3).

Check waste and soil drainage requirements (Section 9).

10.

Check structural requirements for applied loads including wind and earthquake loads (Section 13 and Appendix E).

11.

Check foundation design requirements (Section 14).

xiii

12.

Design and analyze structural elements on the basis of the loads and structural materials being used. (Sections 14, 15, 16, 17, 18 and Appendix E).

13.

Review requirements for mechanical and electrical fittings and installations. (Section 11 & 12).

The steps provided in this Guide may be varied by the designer depending on the building being designed, but it is recommended that the designer examine the steps listed carefully before completing the design of a building for submission to the Department of Planning. Note that the general layout of the building including provisions for collection and disposal of sanitary waste must be approved by the Physical Planning Board before detailed drawings are examined by the Department of Planning.

xiv

Part 1

Administration, General Requirements, and Fire Safety

Containing:

Section

Title

Page

Administration of the Code

1-1

Definitions

1-29

General Requirements

1-61

Material and Construction Standards

1-99

Public Health, Safety and Barrier Free Design

1-111

Precautions during Building Construction

1-164

SECTION 1 ADMINISTRATION OF THE CODE Contents 101

TITLE AND LEGAL AUTHORITY

102

SCOPE

102.1

General

103

APPLICATION TO BUILD

103.1 103.2 103.3 103.4 103.5 103.6 103.7 103.8 103.9 103.10 103.11 103.12 103.13 103.14 103.15 103.16 103.17 103.18 103.19

General Maintenance Compliance Existing materials New and replacement materials Additions Alterations Existing Buildings in Flood Hazard Areas Existing Structural Elements Carrying Gravity Load Existing Structural Elements Carrying Lateral Load Voluntary Seismic Improvements Repairs Fire Escapes Glass Replacement Change of Occupancy Historic Buildings Moved Structures Accessibility for Existing Buildings Hurricane Precautions

104

ALTERNATE MATERIALS CONSTRUCTION

105

APPLICATION TO BUILD

105.1 105.2 106

General Form of Application to Build BUILDING PERMIT 1-1

AND

TYPES

106.1 106.2 106.3 106.4 106.5 106.6 106.7

Building permit must be obtained Issue of the building permit Detailed examination of the plans required Special requirements for some projects Documents Required for Application of Building Permit Identification of Drawings Design Requirements

107

USE OF OTHER BUILDING CODES AND REGULATIONS

108

INSPECTIONS

108.1 108.2 108.3

Mandatory Inspections by the Department of Planning Other Inspections by the Department of Planning Inspection of Structures by the Structural Engineer

109

REVIEW CONSULTANT

109.1 109.2 109.3 109.4 109.5

Requirement Qualifications of the Review Consultant Responsibility of the Review Consultant Independence of the Review Consultant Procedure for the Appointment of the Review Consultant

110

CERTIFICATE OF OCCUPANCY

111

COMPLIANCE

1-2

SECTION 1 ADMINISTRATION OF THE CODE 101

TITLE AND LEGAL AUTHORITY This compilation of rules shall be known as “The Turks and Caicos Islands Building Code”, may be cited as such, or as the “Building Code”, and will be referred to hereinafter as “this Code”. The legal authority for the implementation of this Code is given in the Physical Planning Building Regulations 1990 Schedule 2, of the Turks and Caicos Physical Planning Ordinance No 10 of 1989. Developers and designers shall be aware of the latest editions of the ordinances and regulations referred to in this Code: 

Electricity Ordinance



The Electricity Supply Regulations



The Public and Environmental Health Ordinance



National Parks Ordinance



The Water and Sewerage Ordinance



The Fire Safety Ordinance



The TCI Development Manual (Schedule 1 of the Building Regulations 1990)

and the other relevant requirements of the law of the Turks and Caicos Islands. 102

SCOPE (a)

The provisions of this Code shall apply to the design and construction of new buildings, and the alteration, reconstruction, demolition, removal, relocation, 1-3

maintenance and occupancy of existing buildings or any appurtenances connected or attached to such buildings or structures. (b)

The appendices included in this Code are not intended for enforcement unless specifically referenced in this Code text. The latest edition of the referenced Codes and Standards should be used where indicated. The principal reference Code is the International Building Code 2009 (IBC: 2009) produced by the International Code Council (ICC).

(c)

Unless otherwise approved by the Board, the Turks and Caicos Islands Building Code takes precedence over any other Code or Standard.

103 Existing Buildings 103.1

General The provisions of this section shall control the alteration, repair, addition and change of occupancy of the existing structures. Alterations, repairs or rehabilitation work shall not cause an existing building to become unsafe. Repairs and alterations, not covered by the preceding paragraphs of this Section, restoring a building to its condition previous to damage or deterioration, or altering it in conformity with the provisions of this Code or in such manner as will not extend or increase an existing non-conformity or hazard, may be made with the same kind of materials as those of which the building is constructed; but not more than twenty-five percent of the roof covering of a building shall be replaced in any period of twelve (12) months unless the entire roof covering is made to conform with the requirements of this Code for new buildings. No building shall be removed or demolished without the approval of the Director.

1-4

103.2

Maintenance Buildings and structures, and parts thereof, shall be maintained in a safe and sanitary condition. Devices or safeguards which are required by this Code shall be maintained in conformance with the code edition under which installed. The owner or the ownerâ&#x20AC;&#x2122;s designated agent shall be responsible for the maintenance of buildings and structures. To determine compliance with this subsection, the Director shall have the authority to require a building or structure to be re-inspected. The requirements of this section shall not provide the basis for removal or abrogation of fire protection and safety systems and devices in existing structures.

103.3

Compliance Alterations, repairs, additions and changes of occupancy to existing structures shall comply with the provisions for alterations, repairs, additions and changes of occupancy in the International Fire Code, International Fuel Gas Code, International Mechanical Code, International Plumbing Code, International Property Maintenance Code, International Private Sewage Disposal Code, International Residential Code and NFPA 70. Work performed in accordance with the International Existing Building Code shall be deemed to comply with the provisions of this section.

103.4

Existing materials. Materials already in use in a building in compliance with requirements or approvals in effect at the time of their erection or installation shall be permitted to remain in use unless determined by the Director to be dangerous to life, health or safety. Where such conditions are determined to be dangerous to life, health or safety, they shall be mitigated or made safe.

103.5

New and replacement materials. Except as otherwise required or permitted by this code, materials permitted by the applicable code for new 1-5

construction shall be used. Like materials shall be permitted for repairs and alterations, provided no hazard to life, health or property is created. Hazardous materials shall not be used where the code for new construction would not permit their use in buildings of similar occupancy, purpose and location. 103.6

Additions Additions to any building or structure shall comply with the requirements of this code for new construction. Alterations to the existing building or structure shall be made to ensure that the existing building or structure together with the addition are no less conforming with the provisions of this code than the existing building or structure was prior to the addition. An existing building together with its additions shall comply with the height and area provisions of Section 3 of this Code.

103.7

Alterations Alterations shall be such that the existing building or structure is no less complying with the provisions of this code than the existing building or structure was prior to the alteration. (a)

103.8

Alterations to any existing building or structure shall not affect the egress widths or the minimum number of exits in an existing building or structure as specified in Section 5 of this Code for new construction. The minimum egress widths shall be based on the widths specified in the building code under which the building was constructed, and shall be considered as complying means of egress for any alteration if, in the opinion of the Director, they do not constitute a distinct hazard to life.

Existing Buildings in Flood Hazard Areas (a)

For buildings and structures in flood hazard areas as identified on maps approved by the Director, any addition, alternation or repair that constitutes substantial improvement of the existing construction, for which the start of construction commenced before the effective date of the communityâ&#x20AC;&#x2122;s first floodplain management code, ordinance or standard, shall comply with the flood design requirements for new construction, and all aspects of the existing structure shall be brought into 1-6

compliance with the requirements for new construction for flood design. (b)

103.9

For buildings and structures in flood hazard areas, as identified on maps approved by the Director, any addition, alternation or repair that do not constitute substantial improvement or substantial damage of the existing construction, for which the start of construction commenced before the effective date of the communityâ&#x20AC;&#x2122;s first floodplain management code, ordinance or standard, are not required to comply with the flood design requirements for new construction.

Existing Structural elements carrying gravity load a)

Any existing gravity load-carrying structural element for which an addition and its related alterations or an alteration cause an increase in design gravity load of more than 5 percent shall be strengthened, supplemented, replaced or otherwise altered as needed to carry the increased load required by this code for new structures. Any existing gravity loadcarrying structural element whose gravity load-carrying capacity is decreased as part of the addition or alteration shall be shown to have the capacity to resist the applicable design gravity loads required by this code for new structures.

Any existing element that will form part of the lateral load path for any part of the addition shall be considered an existing lateral load-carrying structural element subject to the requirements of Section 103.10 of this Code.

Where the addition does not result in increased design live load, existing gravity load-carrying structural elements shall be permitted to be evaluated and designed for live loads approved prior to the addition. If the approved live load is less than that required by Section 13 of this code, the area designed for the nonconforming live load shall be posted with placards of approved design indicating the approved live load. Where the addition or alteration does result in increased design live load, the live load required by Section 13 of this code shall be used.

1-7

103.10

Existing Structural elements carrying lateral load (a)

Where the addition is structurally independent of the existing structure, existing lateral load-carrying structural elements shall be permitted to remain unaltered. Where the addition is not structurally independent of the existing structure, the existing structure and its addition acting together as a single structure shall be shown to meet the requirements of Sections 1302 and 1303 of this code.

(b)

Except as permitted by Section 3404.5, where the alteration increases design lateral loads in accordance with Section 1302 and 1303 of this code, or where the alteration results in a structural irregularity as defined in ASCE 7-05, or where the alteration decreases the capacity of any existing lateral load-carrying structural element, the structure of the altered building or structure shall be shown to meet the requirements of Sections 1302 and 1303 of this Code. Any existing lateral load-carrying structural element whose demand-capacity ratio with the addition or alteration considered is no more than 10 percent greater than its demand-capacity ratio with the addition or alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with 1302 and 1303 of this code. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction.

(c)

Seismic requirements for alterations shall be in accordance with this section. Where the existing seismic force-resisting system is a type that can be designated ordinary, values of R, â&#x201E;Ś0 and Cd for the existing seismic force-resisting system shall be those specified by this code for an ordinary system unless it is demonstrated that the existing system will provide performance equivalent to that of a detailed intermediate or special system.

1-8

103.11

Voluntary Seismic Improvements (a)

Alterations to existing structural elements or additions of new structural elements that are not otherwise required by this chapter and are initiated for the purpose of improving the performance of the seismic force-resisting system of an existing structure or the performance of seismic bracing or anchorage of existing non-structural elements shall be permitted, provided that an engineering analysis is submitted demonstrating the following: i.

The altered structure and the altered nonstructural elements are no less in compliance with the provisions of this code with respect to earthquake design than they were prior to the alteration.

ii.

New structural elements are detailed and connected to the existing structural elements as required by Chapter 16 of IBC: 2009.

iii.

New or relocated non-structural elements are detailed and connected to existing or new structural elements as required by Chapter 16 of IBC: 2009.

1-9

iv.

103.12

The alterations do not create a structural irregularity as defined in ASCE 7-05 or make an existing structural irregularity more severe.

Repairs (a)

Buildings and structures, and parts thereof, shall be repaired in compliance with Section 103.2 of this Code. Work on non-damaged components that is necessary for the required repair of damaged components shall be considered part of the repair and shall not be subject to the requirements for alterations in this section. Routine maintenance required by Section 103.2 of this Code, ordinary repairs exempt from permit in accordance with IBC:2009 Section 105.2, and abatement of wear due to normal service conditions shall not be subject to the requirements for repairs in this section.

(b)

Regardless of the extent of structural or non-structural damage, the Director shall have the authority to require the elimination of conditions deemed dangerous.

(c)

A building that has sustained substantial structural damage to the vertical elements of its lateral forceresisting system shall be evaluated and repaired in accordance with the applicable provisions; i. Evaluation. The building shall be evaluated by an Engineer, and the evaluation findings shall be submitted to the Planning Department. The evaluation shall establish whether the damaged building, if repaired to its pre-damage state, would comply with the provisions of this code for wind and earthquake loads. Evaluation for earthquake loads shall be required if the substantial structural damage was caused by or related to earthquake effects or if the building is in Seismic Design Category C, D, E or F. Wind loads for this evaluation shall be those prescribed in Section 1302 of this Code. Earthquake loads for this evaluation, if required, shall be permitted to be 75 percent of those prescribed in Section 1303 of this Code. Values of R, W 0 and Cd for the existing seismic force-resisting system shall be those specified by this code for an ordinary system unless it is 1-10

ii.

iii.

(d)

demonstrated that the existing system will provide performance equivalent to that of an intermediate or special system. If the evaluation establishes compliance of the pre-damage building in accordance with Section 103.12ci above, then repairs shall be permitted that restore the building to its predamage state using materials and strengths that existed prior to the damage. If the evaluation does not establish compliance of the pre-damage building in accordance with Section 103.12ci above, then the building shall be rehabilitated to comply with applicable provisions of this code for load combinations, including wind or seismic loads. The wind loads for the repair shall be as required by the building code in effect at the time of original construction, unless the damage was caused by wind, in which case the wind loads shall be as required by the code in effect at the time of original construction or as required by this code, whichever are greater. Earthquake loads for this rehabilitation design shall be those required for the design of the pre-damage building, but not less than 75 percent of those prescribed in Section 1303 of this Code. New structural members and connections required by this rehabilitation design shall comply with the detailing provisions of this code for new buildings of similar structure, purpose and location.

Gravity load-carrying components that have sustained substantial structural damage shall be rehabilitated to comply with the applicable provisions of this code for dead and live loads. Existing gravity load-carrying structural elements shall be permitted to be designed for live loads approved prior to the damage. Non-damaged gravity load-carrying components that receive dead or live from rehabilitated components shall also be rehabilitated or shown to have the capacity to carry the design loads of the rehabilitation design. New structural members and connections required by this rehabilitation design shall comply with the detailing provisions of this

1-11

code for new buildings of similar structure, purpose and location.

103.13

(e)

Regardless of the level of damage to vertical elements of the lateral force-resisting system, if substantial structural damage to gravity load-carrying components was caused primarily by wind or earthquake effects, then the building shall be evaluated in accordance with Section 103.12,c,i of this Code and, if noncompliant, rehabilitated in accordance with Section 103.10 of this Code.

(f)

For damage less than substantial structural damage, repairs shall be allowed that restore the building to its pre-damage state using materials and strengths that existed prior to the damage. New structural members and connections used for this repair shall comply with the detailing provisions of this code for new buildings of similar structure, purpose and location.

(g)

For buildings and structures in flood hazard areas refer to Section 103.8 of this Code.

Fire Escapes Refer to Section 3406 of IBC: 2009

103.14

Glass Replacement Refer to Section 3407 of IBC: 2009

103.15

Change of Occupancy If the occupancy classification of an existing building is changed, the building shall be made to conform to the intent of this Code for the new occupancy classification as established by the Director. Refer to Section 3408 of IBC 2009

103.16

Historic Buildings The provisions of this code relating to the construction, repair, alteration, addition, restoration and movement of 1-12

structures, and change of occupancy shall not be mandatory for historic buildings when authorized by the Board and approved by the Director provided that: (a)

The building or structure has been designed by official action of the legally constituted authority as having special historical or architectural significance.

(b)

The restored building or structure will be no more hazardous based on consideration of life, fire, sanitation and safety, than the original building.

(c)

All approvals are based on submitted plans and specifications from an approved Engineer or Architect.

(d)

The Director in the public interest of health, safety and welfare has required all necessary corrections to be made before use and occupancy.

(e)

The Director's decision is transmitted in writing to the Board within thirty (30) days where the Board at its next regularly scheduled meeting may on its own initiative review the decision of the Director to ensure that adequate criteria have been utilized. The Board may modify, rescind or confirm the decision of the Director.

Within flood hazard areas as identified on maps approved by the Director, where the work proposed constitutes substantial improvement of the existing construction, for which the start of construction commenced before the effective date of the communityâ&#x20AC;&#x2122;s first floodplain management code, ordinance or standard, the building shall be brought into compliance with the requirements for new construction for flood design, see Section 1304 of this Code.

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103.17

Moved Structures Refer to Section 3410 of IBC: 2009

103.18

Accessibility for Existing Buildings Refer to Section 3411 of IBC: 2009

103.19

Hurricane Precautions During such periods that have been designated by the Government as hurricane watch, the owner, occupant or user of a property shall take precautions for the securing of buildings and equipment. Fabric awnings and swing signs shall be lashed to the ground, and other precautions shall be taken for the securing of buildings or structures or material or equipment as may be reasonably required.

104

ALTERNATE MATERIALS CONSTRUCTION

AND

TYPES

The provisions of this Code are not intended to prevent the use of types of construction or materials or methods of designs as an alternative to the standards herein set forth, but such alternates may be offered for approval and their consideration shall be as specified in this Section. (a)

Standards The Types of Construction or materials or methods of design referred to in this Code shall be considered as standards of quality and strength. New types of construction or materials or methods of design shall be at least equal to these standards for the corresponding use intended.

(b)

Application (i)

Any person desiring to use types of construction or materials or methods of design not specifically mentioned in this Code shall file with the Director proof in support of claims that may 1-14

be made regarding the safety and sufficiency of such types of construction or materials or methods of design and request approval and permission for their use. (ii)

The Director shall approve such alternative Types of Construction or materials or methods of design if it is evident that the standards of this Code are at least equaled. If in the opinion of the Director, the standards of this Code will not be satisfied by the requested alternative, he shall refuse approval.

105

APPLICATION TO BUILD

105.1

General

105.2

(a)

A person wishing to build a building or structure, or to carry out a building operation as defined in the relevant Planning Ordinance, shall comply with the requirements of the said Ordinance and also with the requirements of this Code.

(b)

Applicants for outline development and detailed development permission must also comply with the standards established in the Development Manual issued by the Department of Planning. (Refer to section 2.7 and 2.8 of the Development Manual 2014)

Form of Application to Build A person wishing to build shall apply in the manner prescribed in the Ordinance and the established procedures of the Board and as herein set forth.

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106

BUILDING PERMIT

106.1

Building permit must be obtained

Part VIII (Building Regulations) of the Physical Planning Ordinance, states that no person shall commence the construction of a building without first obtaining a building permit in respect of that building. 106.2

Issue of the building permit (a)

Where the Director acting in accordance with section 69 of the Ordinance passes plans he shall issue a Building Permit for the construction of the building as described in the plans and specifications deposited. Under normal circumstances, for buildings such as small residences, the Building Permit will be issued within ten days of the passing of the plans by the Director.

(b)

A Building Permit issued by the Director is required before construction work is started on any development.

(c)

It must be noted that a Building Permit can be issued only after: (i)

The development to which the building plans relate has been approved by the Board and a Detailed Development Permission issued, (Refer to the Development Manual Section 2.8).

(ii)

The development to which the building plans relate has been approved by the Board and a permitted development issued,

(iii) The Director has received all plans and specifications as required under Section 1 of this Code, and the applicant has complied with all requirements of the TCI Building Code and the relevant conditions of the Board on which detailed development permission was granted. (iv) All plans and specifications submitted to the Planning Department, as required under Section 1 1-16

of this Code, except for single storey buildings in Group R3 and R4 (Section 3 of this Code), that are less than 3000 square feet shall be reviewed and signed off by an appropriate TCI certified Review Consultant (Section 109 of this Code), unless the applicant is a TCI certified Review Consultant themselves. (v)

For single storey buildings less than 3000 square feet in Group R3 and R4 (Section 3 of this Code), the applicant may, at the discretion of the Director, need to gain approval by an Engineer and Architect for all plans and specifications submitted to the Planning Department, as required under Section 1.

106.3 Detailed examination of the plans required

106.4

(a)

The issuance of the Building Permit by the Director may require a detailed examination of these building plans and specifications to ensure that the plans comply with the provisions of the TCI Building Code, Building Regulations and other statutory requirements. These detailed plans (structural drawings and calculations) and specifications are not required for the issuance of the detailed development permission, but must be provided to the Director in accordance with Section 1 of this Code for the issuance of a Building Permit.

(b)

The Department of Planning will make every effort to ensure that the issuance of the Building Permit is not delayed unduly provided all the necessary information as requested by the Department is supplied by the developer.

Special requirements for some projects

For major projects and for those projects to which the public will have access and for those projects listed in Groups I, M, R-1, R-2 and H (Section 3 of this Code), the Director shall require that the structural Engineer for the buildings submit a certificate as shown in Appendix E of this code.

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106.4

Documents Required for Application of Building Permit

The documents to be attached to the application for a building permit are required to be Construction Documentation that is dimensioned and drawn up in a suitable material. They shall be of sufficient clarity to indicate the location, nature and extent of work proposed and show in detail that it will conform to the provisions of this code and the relevant laws, ordinances, rules and regulations, as determined by the Planning Department. (a)

Architectural and structural plans at appropriate scale as follows: (i)

floor plans

(ii)

elevations

(iii) cross sections (b)

Structural drawings showing details of all members, (details at appropriate scales) as necessary to show that the building or structure conforms with these Regulations

(c)

roof construction details, including sizes of all members, connections and holding down mechanisms and details;

(d)

The scales acceptable for structural design work are: (i) ¼” or 1/8” inch to the foot, or equivalent metric scales, for the plans. (ii) ¼” to the foot, or equivalent metric scales, for detail drawings (iii) With explanatory sections at scales of ¼” to the foot, or equivalent metric scales, for the structural scheme, and ¾” to the foot, or equivalent metric scale, for the reinforcing details.

1-18

(e)

Plumbing and sanitation arrangements location and sizes of all fixtures and piping.

(f)

Electrical drawings

(g)

Fire Protection system shop drawings. Shop drawings for the fire protection system(s) shall be submitted to indicate conformance to this code and the construction documents and shall be approved prior to the start of system installation. Shop drawings shall contain all information as required by the referenced installation standards in IBC: 2009 Chapter 9.

(h)

Means of Egress. The construction documents shall show in sufficient detail the location, construction, size and character of all portions of the means of egress in compliance with the provisions of this code. In other than occupancies in Groups R-2, R-3, and I-1 (Section 3 of this Code), the construction documents shall designate the number of occupants to be accommodated on every floor, and in all rooms and spaces.

(i)

Exterior Wall envelope. Construction documents for all buildings shall describe the exterior wall envelope insufficient detail to determine compliance with IBC: 2009 Chapter 14 â&#x20AC;&#x201C; Exterior Walls. The construction documents shall provide details of the exterior wall envelope as required, including flashing, intersections with dissimilar materials, corners, end details, control joints, intersections at roof, eaves or parapets, means of drainage, water-resistive membrane and details around openings. The construction documents shall include manufacturerâ&#x20AC;&#x2122;s installation instructions that provide supporting documentation that the proposed penetration and opening details described in the construction documents maintain the weather resistance of the exterior wall envelope. The supporting documentation shall fully describe the exterior wall system which was tested, where applicable, as well as the test procedure used.

(j)

Site plan. The construction documents submitted with the application for permit shall be accompanied by a site 1-19

including

plan showing to scale the size and location of new construction and existing structures on the site, distances from lot lines, the established street grades and the proposed finished grades and, as applicable, flood hazard areas, floodways, and design flood elevations; and it shall be drawn in accordance with an accurate boundary line survey. In the case of demolition, the site plan shall show construction to be demolished and the location and size of existing structures and construction that are to remain on the site or plot. The Director is authorized to waive or modify the requirement for a site plan when the application for permit is for alteration or repair or when otherwise warranted. (k)

Other documentation required: (i) geotechnical report (where necessary) (ii) Statement of Special Inspections (where necessary) â&#x20AC;&#x201C; Refer to IBC:2009 Chapter 17 Special Inspections (iii) principal materials of construction (iv) specifications (v) engineerâ&#x20AC;&#x2122;s certificate (Appendix E)

All drawings, specifications and accompanying data shall bear the name and address of the designers or Review Consultant (See Section 106.2 (c) of this Code) 106.5

Identification of Drawings All drawings shall be individually numbered for ease of reference. Revisions shall carry revision numbers.

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106.6

Design Requirements1 Appendix E provides a list of design requirements to be considered by building designers before submitting plans in support of an application for a building permit. This list must be reviewed by the prime consultant and all items on the list checked. The form must be signed by the prime consultant. A certificate to be signed by the structural Engineer is also included in Appendix E. The Director will review the completed forms and certificates, and if satisfied that the consultants have considered the items appropriate to the design of the building for which a building permit is required, will process the application for the grant of the permit.

107

USE OF OTHER BUILDING CODES AND REGULATIONS The Director shall require that the laws, building codes, rules and regulations of any other regulatory authority having jurisdiction in the Turks and Caicos Islands, where such laws, rules and regulations and applicable and are known to the Director, shall be satisfied before a permit shall be issued. The Director shall require evidence to show such other approvals where appropriate. The Director shall not thereby be held responsible for enforcement of such regulations that he is not specifically authorized to enforce.

This requirement assists the Director in ensuring that all relevant factors are taken into account.

1-21

108

INSPECTIONS The following inspections are undertaken by the Department of Planning or the Review Consultant (Section 109 of this Code), to ensure the works comply with the Building Regulations (the Development Manual for planning guidelines and this Code for public health and safety).

108.1

Mandatory Inspections by the Department of Planning For single storey buildings, less than 3000 square feet in Group R3 and R4 (Section 3 of this Code), the Director, upon receipt of 48 hoursâ&#x20AC;&#x2122; notice from the builder, exclusive of Saturdays, Sundays and declared Public Holidays, shall make the following inspections and either approve the portion of the work completed or shall notify the builder in writing where such work does not meet with his approval. (a)

SETTING OUT

(b)

FOUNDATION EXCAVATION AND REINFORCEMENT PLACING INSPECTIONS.

Footing and foundation inspections shall be made after excavations for footings are complete and any required reinforcing steel is in place. For concrete foundations, any required forms shall be in place prior to inspection. Materials for the foundation shall be on the job, except where concrete is ready mixed in accordance with ASTM C 94, the concrete need not be on the job. (c)

FLOOR SLAB

Concrete slab and under-floor inspections shall be made after in-slab or under-floor reinforcing steel and building service equipment, conduit, piping accessories and other ancillary equipment items are in place, but before any concrete is placed or floor sheathing installed, including the subfloor. (d)

ROOF STRUTURE

(e)

FRAME INSPECTION (WALLS, COLUMNS, BEAMS) 1-22

(f)

ELECTRICAL - IN ASSOCIATIION ELECTRICAL INSPECTOR

(g)

COMPLETION

WITH

THE

Work shall not be done on any part of a building or structure beyond the point shown in each successive inspection without first obtaining the written approval of the Director. Such written approval shall normally be given only after an inspection, where appropriate, of each successive step in the construction as shown by each of the nine inspections. If circumstances warrant, the Director in his discretion may waive such inspection in writing to the owner and the builder, but this does not absolve the owner and builder from the responsibility of any construction in contravention of the Building Regulations and this Code. Reinforcing steel or structural framework of any part of any building shall not be covered or concealed in any manner whatsoever without first obtaining the approval of the Director. The Director is authorized to make or require other inspections of any construction work to ascertain compliance with the provisions of this code and other laws that are enforced by the department of building safety. 108.2

Inspections by the Review Consultant For all buildings, other than single storey buildings less than 3000 square feet, in Group R3 and R4 (Section 3 of this Code) the following inspections are required to be undertaken by The Review Consultant and written approval sent to the Director. . (a)

SETTING OUT

(b)

FOUNDATION EXCAVATION AND REINFORCEMENT PLACING INSPECTIONS.

Footing and foundation inspections shall be made after excavations for footings are complete and any required reinforcing steel is in place. For concrete foundations, any 1-23

required forms shall be in place prior to inspection. Materials for the foundation shall be on the job, except where concrete is ready mixed in accordance with ASTM C 94, the concrete need not be on the job. (c)

FLOOR SLAB

PLUMBING AND ELECTRICAL ROUGHING IN

(e)

FRAME INSPECTION (WALLS, COLUMNS, BEAMS)

(f)

ROOF STRUTURE

(g)

ELECTRICAL - IN ASSOCIATIION ELECTRICAL INSPECTOR

(h)

ENERGY EFFICIENCY INSPECTIONS.

WITH

THE

Inspections shall be made to determine compliance with IBC: 2009 Chapter 13 and shall include, but not be limited to, inspections for: envelope insulation R- and U-values, fenestration U-value, duct system R-value, and HVAC and water-heating equipment efficiency. (i)

FIRE- AND SMOKE-RESISTANT PENETRATIONS, AND FIRE PROTECTION SYSTEMS IN ASSOCIATION WITH THE FIRE DEPARTMENT

Protection of joints and penetrations in fire-resistance-rated assemblies, smoke barriers and smoke partitions shall not be concealed from view until inspected and approved. (j)

SPECIAL INSPECTIONS TO BE MADE OF ALL MECHANICAL INSTALLATIONS

(k)

COMPLETION 1-24

Work shall not be done on any part of a building or structure beyond the point shown in each successive inspection without first obtaining the written approval of the Review Consultant (Section 109 of this Code). Such written approval shall normally be given only after an inspection, where appropriate, of each successive step in the construction as shown by each of the eleven inspections. If circumstances warrant, the Review Consultant in his discretion may waive such inspection in writing to the owner and the builder, but this does not absolve the owner and builder from the responsibility of any construction in contravention of the Building Regulations and this Code. It is the responsibility of the owner to submit the written approval of the Review Consultant at each stage to the Director before commencing on to the next work stage. 108.3

Inspection of Structures by the Structural Engineer The designers of the structures of all buildings except for private single family dwellings must be retained by the owners to inspect the construction and to certify that steps (b), (c), (e) and (f) of 108.2 have been carried out satisfactorily.

109

REVIEW CONSULTANT

109.1

Requirement (a)

Where the proposed construction is complex or falls within the categories listed at 109.1(b) of this Code the Director shall impose a condition on the Building Permit requiring the applicant to employ a Review Consultant to examine and to assess the works and to carry out the work described in 109.3 of this Code, The Review Consultant shall be employed at the expense of the applicant.

(b)

The Review Consultant shall be employed for the following projects: (i)

Buildings and structures (or part thereof) of unusual design or method of construction and with critical structural connections. 1-25

(c)

109.2

(ii)

Foundations and structural engineering work for installation of equipment such as elevators, power plants and water and sewage treatment plants.

(iii)

All Buildings other than single storey buildings less than 3000 square feet in Groups R3 and R4 (Section 3 of this Code).

For certain other projects such as those listed under, the Director may impose the condition requiring the use of a Review Consultant: (i)

Major foundations and/or pile driving.

(ii)

Major site works.

(iii)

Drainage and waste disposal works for building developments.

(iv)

Reclamation.

Qualifications of the Review Consultant The Review Consultant shall be an Engineer or Architect (as defined in Section 2 of this Code) of the relevant discipline for developments listed at 109.1 of this Code and who holds a valid certificate showing they are registered with the Planning Department.

109.3

Responsibility of the Review Consultant (a)

The Review Consultant shall: (i)

review and assess all plans and specifications relating to the development to determine whether such plans and specifications conform to the requirements of the Turks and Caicos Islands Building Code;

(ii)

review the works during construction to determine whether the construction is in 1-26

accordance with the terms of the Building Permit and in accordance with the conditions that may have been stipulated by the Board; (iii)

report to the Director and to the applicant on compliance of the design and construction with the terms of the Building Permit.

(b)

The Review Consultant shall submit regular progress and inspection reports to the Director and to the applicant.

(c)

The Review Consultant shall carry out or ensure the structural tests and special inspections are carried out as per IBC: 2009 Chapter 17.

(d)

At the completion of the construction work, the Review Consultant shall submit a Certificate of Compliance to the Director if he considers that the work has been carried out in compliance with the Building Permit and this Code. His duties shall end with the submission of such certificate. Note: A Building Permit for projects listed in 109.1 will not be granted until the plans and specifications have been reviewed by the Review Consultant and a certificate granted to the effect that the plans conform to the requirements of the Code.

109.4

Independence of the Review Consultant The Review Consultant shall be an independent consulting engineer and/or architect and shall not have been engaged in any capacity in the development for which he is being engaged as a Review Consultant, and shall have no ties to the applicant, builder or owner which may affect his performance on the project.

109.5

Procedure for the Appointment of the Review Consultant For the construction of developments other than single storey buildings less than 3000 square feet in Group R3 and R4 (Section 3 of this Code) the owner is required to employ a Review Consultant when applying for a Building Permit. 1-27

The procedure to be followed by applicants for a Building Permit for the construction of single storey buildings less than 3000 square feet in Group R3 and R4 (Section 3 of this Code) which would require the services of a Review Consultant is as follows: (a)

The applicant may first apply to the Board for Outline Permission with information on the proposed development as per 2.7 of the TCI Development Manual. The Board may in approving the Outline Permission place conditions on the approval requiring, as may be appropriate, such as the carrying out of an environmental impact assessment and an economic feasibility study.

(b)

When the Board grants this Outline Permission the applicant should then proceed to provide drawings and other information required for Detailed Permission as per 2.8 of the TCI Development Manual.

(c)

The Director in placing an application for Detailed Permission before the Board for its consideration shall inform the Board of the requirement for the engagement of Review Consultant in accordance with the requirements of 109.1. The applicant shall supply the following information to the Director:

(d)

(i)

The name and qualifications of the Engineer or Architect who will be employed as a Review Consultant for the review of the plans and for the inspection of construction.

(ii)

The terms of reference for the employment of the Review Consultant.

The Director shall review the information submitted by the applicant and if deemed satisfactory shall approve the engagement of the Review Consultant named by the applicant for the development approved by the Board.

1-28

110

CERTIFICATE OF OCCUPANCY (a)

A new building shall not be occupied or a change made in occupancy or the nature of the use of a building or part of a building until after the Director shall have issued a Certificate of Occupancy.

(b)

Upon completion of a building erected in accordance with approved plans and after final inspection herein referred to, and upon application therefore, the Director shall issue a Certificate of Occupancy stating the nature of the occupancy permitted.

(c)

A temporary certificate of occupancy may be issued for a portion or portions of a building which may safely be occupied prior to final completion of the building. Note: A Certificate of Occupancy will not be issued until necessary Certificates of Completion have been issued by the Electrical Inspector in accordance with the Electrical Supply Regulations 1986 and by the Turks and Caicos Islands Fire and Rescue Services and the Certificates of Completion by the Fire Department and the Department of Health.

111

COMPLIANCE (a)

The issuance and granting of a permit shall not be deemed or construed to be a permit for, or an approval of, any violation of this Code.

(b)

The issuance of a Building Permit upon plans and specifications, shall not prevent the Director from thereafter requiring the correction of errors on such plans and specifications, or from preventing building operations being carried on thereunder, when in violation of this Code or any Regulations applicable thereto.

(c)

When during the construction of the work carried out under the permit, from issuance of permit to issuance of Certificate of Occupancy, the Director believes that approved plans are in violation of this Code, he shall notify the designer and the designer shall correct the drawings or otherwise satisfy the Director that the 1-29

design and/or working drawings are in compliance with this Code. (d)

Compliance with this Code is the responsibility of the permit holder until the issuance of a Certificate of Occupancy; at which time it shall become the responsibility of the owner.

1-30

SECTION 2 DEFINITIONS In the interest of brevity, words in singular where applicable, shall be construed to include the plural, and words in plural shall, where applicable, be construed to include the singular. Item

Description

Access

Entrance or opening.

Accessible

Adequate clearance for inspection, service, repair, and replacement, and within physical reach.

Accessible Means Of Egress.

A continuous and unobstructed way of egress travel from any accessible point in a building or facility to a public way.

Accessible Route

A continuous, unobstructed path That complies with IBC 2009 Section 1103

Accessory Use

A building or structure, the use of which is incidental to the main building structure.

Addition

Any extension or increase in floor area or height of a building or structure.

Aerosol.

A product that is dispensed from an aerosol container by a propellant.

Aggregate

In roofing, crushed stone, crushed slag or water-worn gravel used for surfacing for roof coverings.

Agricultural, Building

A structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated or packaged, nor shall it be a place used by the public.

1-31

Item

Description

Aisle

An unenclosed exit access component that defines and provides a path of egress travel

Aisle Access way

That portion of an exit access that leads to an aisle

Alley

Any public space, or thoroughfare, 20'0" or less in width, with public right of way.

Allowable Stress Design

A method of proportioning structural members, such that elastically computed stresses produced in the members by nominal loads do not exceed specified allowable stresses (also called â&#x20AC;&#x153;working stress designâ&#x20AC;?).

Alteration

Any change or modification of construction, arrangement of space, and/or occupancy of a building; or change in the area of cubic con-tents; a change in equipment.

Alternating Tread Device

A device that has a series of steps between 50 and 70 degrees (0.87 and 1.22 rad) from horizontal, usually attached to a centre support rail in an alternating manner so that the user does not have both feet on the same level at the same time.

Anchor

Metal rod, wire or strap that secures masonry to its structural support.

Apartment

One or more rooms occupied as a home or residence for an individual or a family or a household. The existence of, or the installation of sink accommodations and/or cooking facilities within a room or suite of rooms shall be deemed sufficient to classify such room or suite of rooms as an apartment.

Apartment Building

A building made up of three or more

1-32

Item

Description apartment units each with direct access, including an inner lobby and common access spaces, as appropriate.

Approved

Approved by the Board under the requirements of this Code, including the Director or other designated persons given jurisdiction by this Code

Architect

A person professionally qualified Architect and registered with an internationally recognized Institution or Regulatory body and who holds Public Indemnity insurance and approved by the Director to design and supervise the construction of buildings.

Area Of Storey

The gross area of such storey measured from the external faces of external walls or, where there are no walls, to the outside edge of floors.

Area Of Building

The total of the areas of the storeys comprising that building, measured from inside the face of the external walls.

Attic

Shall be taken to mean any space immediately under the roof rafters and above the ceiling joists of the storey nearest the roof.

Automatic

Applied to a door, window, or other opening. Not requiring manual operation.

Awning

A projecting canopy.

Authority

See â&#x20AC;&#x153;Boardâ&#x20AC;?.

Backing.

The wall or surface to which the veneer is secured.

Balcony

That portion of a seating space of an assembly room, the lowest part of which is raised four feet or more above the level of the main floor. 1-33

Item

Description

Balcony Exterior

A landing or porch projecting from the wall of a building. Where serving as a required means of egress the long side shall be at least 50 percent open and the open area above the guard rail shall be so distributed as to prevent the accumulation of smoke or toxic gases.

Barricade

A structure that consists of a combination of walls, floor and roof, which is designed to withstand the rapid release of energy in an explosion and which is fully confined, partially vented or fully vented; or other effective method of shielding from explosive materials by a natural or artificial barrier

Basement

Any storey or part of a storey where more than half of the height from the finished floor to the finished ceiling is below the average of associated finished ground levels at external walls.

Bed Joint .

The horizontal layer of mortar on which a masonry unit is laid

Bleachers

Tiered seating supported on a dedicated structural system and two or more rows high and is not a building element

Board

The Physical Planning Board of the Turks and Caicos Islands established under the Physical Planning Ordinance, 1989.

Boundary Line

A line dividing one lot from another or from a street reservation or other publicly owned space.

Branch Drain

Defined in Section 8.

Branch Pipe

Defined in Section 9.

Brick.

Calcium silicate (sand lime brick). A masonry unit made of sand and lime. 1-34

Item

Description Clay or shale. A masonry unit made of clay or shale, usually formed into a rectangular prism while in the plastic state and burned or fired in a kiln. Concrete. A masonry unit having the approximate shape of a rectangular prism and composed of inert aggregate particles embedded in a hardened cementitious matrix.

Building

Any structure enclosing or partially enclosing space and used and occupied temporarily or permanently by any person or persons provided that: (a)

The word “building” shall, where applicable, be construed as if followed by the phrase “or part of a building”; a structure enclosing space.

(b)

Where a building is separated into two or more parts by fire division walls each part may be deemed a separate building for the purpose of this Code.

Building Line

The line established by law beyond which no building shall extend except as provided for by the requirements of this Code.

Building Official

The officer or other designated authority charged with the administration and enforcement of this code, or a duly authorized representative

Building Inspector

The officer or other designated Authority charged with carrying out the site inspections as listed in section 108 of this Code to ensure the enforcement of this code.

Bulkhead

A part of a structure enclosing stairs, 1-35

Item

Description elevator machinery, or ventilating equipment; the part of an external wall immediately below a shop window; a retaining type structure.

Canopy

A covering to an entrance way or walkway fixed to a building.

Car Port

A permanent structure or architectural projection of rigid construction over which a covering is attached that provides weather protection, identity or decoration, and shall be structurally independent or supported by attachment to a building on one end and by not less than one stanchion on the outer end.

Cell

A room within a housing unit in a detention or correctional facility used to confine inmates or prisoners

Cement Plaster

A mixture of portland or blended cement, portland cement or blended cement and hydrated lime, masonry cement or plastic cement and aggregate and other approved materials as specified in this code

Certificate Of Compliance.

A certificate stating that materials and products meet specified standards or that work was done in compliance with approved construction documents.

Chimney

A primarily vertical enclosure containing one or more passageways for conveying flue gases to the outside atmosphere.

Circulation Path

An exterior or interior way of passage from one place to another for pedestrians.

Combustible

Any material that will ignite at or below a temperature of 1200 degrees F. and which ignited will continue to burn or

1-36

Item

Description glow.

Commercial And Industrial Buildings

See Section 301 of this Code.

Common Use

Interior or exterior circulation paths, rooms, spaces or elements that are not for public use and are made available for the shared use of two or more people.

Common travel

Path

egress

That portion of exit access which the occupants are required to traverse before two separate and distinct paths of egress travel to two exits are available. Paths that merge are common paths of travel. Common paths of egress travel shall be included within the permitted travel distance.

Construction

Unit building or component assembly additive process; includes reconstruction and/or alteration and/or addition to building or structure.

Construction Documents

Written, graphic and pictorial documents prepared or assembled for describing the design, location and physical characteristics of the elements of a project necessary for obtaining a building permit.

Corridor

An access connecting more than one room; a link at each floor level, open or covered.

Court

An open or occupied space enclosed at any level on two or more sides by the walls of a building or in the case of a rear court enclosed on three sides by the boundaries of the site.

Corrosion Resistance .

The ability of a material to withstand deterioration of its surface or its properties when exposed to its 1-37

Item

Description environment

Corrosive

A chemical that causes visible destruction of or irreversible alterations in, living tissue by chemical action at the point of contact. A chemical shall be considered corrosive if, when tested on the intact skin of albino rabbits by the method described in DOTn 49 CFR, Part 173.137, such a chemical destroys or changes irreversibly the structure of the tissue at the point of contact following an exposure period of 4 hours. This term does not refer to action on inanimate surfaces.

Cubic Content Of A Storey

The volume of enclosed space measured from the internal faces of enclosing walls and from finished floor level to ceiling level or where there is no ceiling to the aver-age of the underside of the roof construction.

Cubit Content Of A Building

The total of the cubic content of the storeys comprising that building, not including the basement.

Curtain Wall

Any prefabricated assembly of various components to enclose a building usually sup-ported externally from the structural frame, and passing all storeys.

Dead Load

The weight of the actual structure and all permanent parts incorporated in the construction.

Deep Foundation

A deep foundation is a foundation element that does not satisfy the definition of a shallow foundation.

Deflagration

An exothermic reaction, such as the extremely rapid oxidation of a flammable dust or vapour in air, in which the reaction progresses through the

1-38

Item

Description unburned material at a rate less than the velocity of sound. A deflagration can have an explosive effect.

Design Flood

The flood associated with the greater of the following two areas: 1. Area with a flood plain subject to a 1percent or greater chance of flooding in any year; or 2. Area designated as a flood hazard area on a community’s flood hazard map, or otherwise legally designated.

Design Strength

The product of the nominal strength and a resistance factor (or strength reduction factor).

Detonation

An exothermic reaction characterized by the presence of a shock wave in the material which establishes and maintains the reaction. The reaction zone progresses through the material at a rate greater than the velocity of sound. The principal heating mechanism is one of shock compression. Detonations have an explosive effect.

Diaphragm

A horizontal or sloped system acting to transmit lateral forces to the verticalresisting elements. When the term “diaphragm” is used, it shall include horizontal bracing systems.

Dining Room

Any building or part thereof, in which food is dispensed or served.

Director

Director of Planning. Defined in Section 11 of the Turks and Caicos Physical Planning Ordinance 1989.

Dormitory

A room in which sleeping accommodation is provided for more than four persons.

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Item

Description

Duplex Building

A building providing two separate apartments with or without common entrance and/or exit facilities.

Dwelling

A building occupied exclusively for residential purposes; a single family occupancy. For the purposes of this Code “dwelling” also includes any verandah or porch attached permanently to the building.

Egress

See “Means of Egress”.

Elevator

A lift or hoist; a device for carrying persons or goods up or down.

Enclosed

Bounded by walls or floors or roof or ceilings provided that, where a building is not fully enclosed by walls, the external face of the external frame shall be deemed to be the line of enclosure for the purpose of this Code.

Engineer

A person professionally qualified and registered with an internationally recognized engineering Institution or regulatory body and who holds Public Indemnity insurance and approved by the Director to design and supervise the construction of building and civil engineering structures, electrical, mechanical and sanitary installations and systems.

Equipment

Fixtures, fittings, appliances or apparatus of any sort within or associated with a building whose installation is covered by the requirements of this Code.

Escalator

A moving inclined stairway for persons or goods.

Exit

That portion of a means of egress

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Item

Description system which is separated from other interior spaces of a building or structure by fire-resistance-rated construction and opening protectives as required to provide a protected path of egress travel between the exit access and the exit discharge. Exits include exterior exit doors at the level of exit discharge, vertical exit enclosures, exit passageways, exterior exit stairways, exterior exit ramps and horizontal exits.

Exit Court

A yard or court providing egress to a further place.

Existing Construction

Any buildings and structures for which the “start of construction” commenced before the effective date of the community’s first flood plain management code, ordinance or standard. “Existing construction” is also referred to as “existing structures.”

Existing Building

Any building constructed or in the course of construction.

Explosive

A chemical compound, mixture or device, the primary or common purpose of which is to function by explosion. The term includes, but is not limited to, dynamite, black powder, pellet powder, initiating explosives, detonators, safety fuses, squibs, detonating cord, igniter cord, igniters and display fireworks, 1.3G (Class B, Special).

Facility

All or any portion of buildings, structures, site improvements, elements and pedestrian or vehicular routes located on a site.

Fire Alarm System

A system or portion of a combination system consisting of components and circuits arranged to monitor and 1-41

Item

Description annunciate the status of fire alarm or supervisory signal-initiating devices and to initiate the appropriate response to those signals.

Fire Assembly

Fire Assembly, Closing

The assembly of a fire door, fire window, or fire damper, including all required hardware, anchorage, frames and sills. Automatic

A fire assembly which may remain in an open automatic closing position and which will close automatically if subjected to either of the following: (a)

An increase in temperature.

(b)

Products of combustion. otherwise specified, the device shall be one that is a maximum temperature degrees F.

Unless closing rated at of 165

Fire Assembly, Self-Closing

A fire assembly which is kept in a normally closed position and is equipped with an approved device to ensure closing and latching after having been opened for use.

Fire Barrier

A fire-resistance-rated wall assembly of materials designed to restrict the spread of fire in which continuity is maintained.

Fire Damper

A listed device installed in ducts and air transfer openings designed to close automatically upon detection of heat and resist the passage of flame. Fire dampers are classified for use in either static systems that will automatically shut down in the event of a fire, or in dynamic systems that continue to operate during a fire. A dynamic fire damper is tested and rated for closure under elevated temperature airflow.

1-42

Item

Description

Fire Division

A portion of a building so separated from the rest by fire-walls that it may be erected to the maximum height and area allowed for the governing Occupancy and the Type of Construction, independently of adjoining Occupancies or Types of Construction.

Fire Door

A door and its assembly so constructed and placed as to give protection against the passage of fire.

Fire Escape

A single or series of steel framed balconies attached to the exterior walls at windows or doors and connected to each other and to the ground by flights of steel stairs or ladders.

Fire Protection System.

Approved devices, equipment and systems or combinations of systems used to detect a fire, activate an alarm, extinguish or control a fire, control or manage smoke and products of a fire or any combination thereof.

Fire Resisting

Ability to resist fire and prevent its spread as regulated in this Code

Fire Retardant Wood

Treated

Fire Retardant Treated Wood that has been treated to retard spread of flame.

Fire Wall

A fire-resistance-rated wall having protected openings, which restricts the spread of fire and extends continuously from the foundation to or through the roof, with sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall.

Fireplace

A hearth and fire chamber or similar prepared place in which a fire may be made and which is built in conjunction with a chimney.

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Item

Description

Fireworks

Any composition or device for the purpose of producing a visible or audible effect for entertainment purposes by combustion, deflagration or detonation that meets the definition of 1.4G fireworks or 1.3G fireworks as set forth herein. Fireworks, 1.3G. (Formerly Class B, Special Fireworks.) Large fireworks devices, which are explosive materials, intended for use in fireworks displays and designed to produce audible or visible effects by combustion, deflagration or detonation. Such 1.3G fireworks include, but are not limited to, firecrackers containing more than 130 milligrams (2grains) of explosive composition, aerial shells containing more than 40 grams of pyrotechnic composition, and other display pieces which exceed the limits for classification as1.4G fireworks. Such 1.3G fireworks are also described as fireworks, UN0335 by the DOTn. Fireworks,1.4G. (Formerly Class C, Common Fireworks.) Small fireworks devices containing restricted amounts of pyrotechnic composition designed primarily to produce visible or audible effects by combustion. Such 1.4G fireworks which comply with the construction, chemical composition and labeling regulations of the DOTn for fireworks,UN0336, and the U.S. Consumer Product Safety Commission (CPSC) as set forth in CPSC 16 CFR: Parts 1500 and1507, are not explosive materials for the purpose of this code.

Flameproof

The property of a material, usually decorative fabric, whether treated or not treated, to not burst into flames or support combustion when subjected to flames for a period of 30 seconds. 1-44

Item

Description

Flamespread

The propagation of flame over a surface.

FLOOD or FLOODING

A general and temporary condition of partial or complete inundation of normally dry land from: 1. The overflow of inland or tidal waters. 2. The unusual and rapid accumulation or runoff of surface waters from any source.

Flood hazard area

The greater of the following two areas: 1. The area within a flood plain subject to a 1-percent or greater chance of flooding in any year. 2. The area designated as a flood hazard area on a communityâ&#x20AC;&#x2122;s flood hazard map, or otherwise legally designated

Floor area, gross

Gross floor area shall be the floor area within the perimeter of the outside walls of the building with no deduction for corridors, stairs, closets, thickness of wall, columns, or other features.

Floor area, net

Net floor area shall be the actual occupied area, not including accessory unoccupied areas or thickness of walls.

Formation level

Finished ground level, see Grade.

Foyer

An area or space within a building located between a lobby and main entrance and the main floor.

Gallery

That portion of the seating capacity of a theatre or assembly room having a seating capacity of more than ten persons and located above a balcony.

Garage

A building, shed or enclosure, or part thereof, in which a motor vehicle containing flammable liquid in its fuel tank is housed or stored or repaired.

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Item

Description

Girder

A main beam, either of wood, steel or reinforced concrete resting upon a wall or pier at each end and supporting a superstructure or part of a superstructure.

Grade

(a)

The average elevation of the ground, paved or unpaved, adjoining a building or structure, at the centre of each exterior wall line.

(b)

When used in connection with lumber, means a division of sawn lumber into quality classes with respect to its physical and mechanical properties, as defined by the association under whose rules the lumber is controlled.

(c)

When used in connection with structural or reinforcing steel, means the quality and strength of the material as defined by the relevant ASTM or other recognised international standard.

Ground Floor

The lowest storey or part of a storey of a building of which more than 50% of the floor area is above the average of associated finished ground levels at external walls and no part of the floor area is more than 2 feet below such associated ground levels.

Grouted Masonry.

Grouted hollow-unit masonry. That form of grouted masonry construction in which certain designated cells of hollow units are continuously filled with grout. Grouted multi-wythe masonry. That form of grouted masonry construction in which the space between the wythes is solidly or periodically filled with grout.

Guard

A building component or a system of 1-46

Item

Description

building components located at or near the open sides of elevated walking surfaces that minimizes the possibility of a fall from the walking surface to a lower level

Gypsum Board

Gypsum wallboard, gypsum sheathing, gypsum base for gypsum veneer plaster, exterior gypsum soffit board, predecorated gypsum board or waterresistant gypsum backing board complying with the standards listed in IBC 2009 Tables 2506.2, 2507.2 and Chapter 35.

Handrail

A horizontal or sloping rail intended for grasping by the hand for guidance or support.

Habitable Room

A room in a residential unit used for living, eating, sleeping or cooking, but excluding baths, storage spaces or corridors.

Handling

The deliberate transport by any means to a point of storage or use.

Hardboard

A fibrous-felted, homogeneous panel made from lignocellulosic fibers consolidated under heat and pressure in a hot press to a density not less than 31 pcf (497 kg/m3).

Hazardous Materials .

Those chemicals or substances that are physical hazards or health hazards as defined and classified IBC 2009 and the International Fire Code, whether the materials are in usable or waste condition

Hazardous Operation

A hazardous operation shall be classified as one which is liable to give rise to fire and burning with extreme rapidity, or from which poisonous fumes or

1-47

Item

Description explosions are likely in the event of fire or leakage.

Height – Building

The vertical distance from grade to the highest finished roof surface of a flat roof or to the average level to a gable or hip roof. However, the Director may, for planning and environmental control purposes not included in this Code, define the height of a building to include the distance between the ground and the highest point of the structure including any projections such as chimneys etc.

Height – Storey

The vertical distance from top to top of two successive floors or floor and roof.

Height – Structure

The height of a structure erected on the ground shall be the vertical distance from grade to the highest point thereof. For roof structures see “Height – building”.

Height Of A Wall

The vertical dimension measured from top of foundation or beam, to top of highest course, with or without tie beam.

Highly Toxic

A material which produces a lethal dose or lethal concentration that falls within any of the following categories:1. A chemical that has a median lethal dose (LD50)of 50 milligrams or less per kilogram of body weight when administered orally to albino rats weighing between 200 and 300grams each.2. A chemical that has a median lethal dose (LD50) of 200 milligrams or less per kilogram of body weight when administered by continuous contact for 24 hours (or less if death occurs within 24 hours) with the bare skin of albino rabbits weighing between 2 and 3 kilograms each.3. A chemical that has a median lethal concentration (LC50) in air 1-48

Item

Description of 200 parts per million by volume or less of gas or vapour, or 2 milligrams per litre or less of mist, fume or dust, when administered by continuous inhalation for 1hour (or less if death occurs within 1 hour) to albino rats weighing between 200 and 300 grams each. Mixtures of these materials with ordinary materials, such as water, might not warrant classification as highly toxic. While this system is basically simple in application, any hazard evaluation that is required for the precise categorization of this type of material shall be performed by experienced, technically competent persons.

Horizontal exit

A means of passage from one building into another building occupied by the same tenant, or from one section of a building to another section of the same building occupied by the same tenant through a separation wall having a minimum fire resistance of 2 hours.

Hotel

Any building containing ten or more rooms intended or designed to be used or which are used, rented or hired out to be occupied or which are occupied for sleeping purposes by paying guests.

Incombustible

A material which in the form in which it is used meets the following requirements: (a)

Material of which no part will ignite or burn when submitted to fire.

(b)

Material having a structural base of incombustible material as defined in Para. (a) above, with a surfacing not more than â&#x2026;&#x203A;inch thick having a flame spread rating not greater than 50 when tested in accordance with

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Item

Description the appropriate standards. (c)

Incombustible does not apply to surface finish materials or to materials required to be incombustible for reduced clearances to flues, heating appliances or other materials.

(d)

No material shall be classed as incombustible which is subject to increase of combustibility or flame spreading rating, beyond the limits herein established, through the effect of age, moisture or other atmospheric condition.

Interior Surface.

Surfaces other than weather-exposed surfaces

Joists

Secondary horizontal supporting members in floors, ceilings, or roof construction.

Jurisdiction

The Physical Planning Board as defined in the Turks and Caicos Islands Physical Planning Ordinance, 1989, or any body appointed by the Government for the administration of this Code.

Label

An identification applied on a product by the manufacturer that contains the name of the manufacturer, the function and performance characteristics of the product or material, and the name and identification of an approved agency and that indicates that the representative sample of the product or material has been tested and evaluated by an approved agency (see IBC 2009 Section 1703.5)

Lavatory

A room or place for washing or personal

1-50

Item

Description ablutions.

Lavatory Basin

A wash basin.

Lintel

The beam or girder placed over an opening in a wall which supports the construction above.

Listed

Equipment, materials, products or services included in a list published by an organization acceptable to the code official and concerned with evaluation of products or services that maintains periodic inspection of production of listed equipment or materials or periodic evaluation of services and whose listing states either that the equipment, material, product or service meets identified standards or has been tested and found suitable for a specified purpose.

Live Load

Any load imposed or capable of being imposed on a structure other than dead load or wind load.

Lobby

An enclosed vestibule directly accessible from the main entrance.

Load Bearing

Any part of a building including foundations bearing .a load other than that due to its own weight or to wind pressure.

Load Effects

Forces and deformations produced in structural members by the applied loads

Load Factor

A factor that accounts for deviations of the actual load from the nominal load, for uncertainties in the analysis that transforms the load into a load effect, and for the probability that more than one extreme load will occur simultaneously

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Item

Description

Loads

Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitude, such as dead loads. All other loads are variable loads (see also â&#x20AC;&#x153;Nominal loadsâ&#x20AC;?).

Lot

A portion or parcel of land considered as one unit.

Lot Line

A line dividing one lot from another or from a street or other public space.

Manhole

Defined in Section 9.

Mark

An identification applied on a product by the manufacturer indicating the name of the manufacturer and the function of a product or material.

Masonry

Brick, stone, plain concrete, hollow block, solid block or other similar materials or units bonded together with mortar. Reinforced concrete is not classified as masonry.

Means Of Egress

Continuous path of travel from any point in a building or structure to the open air outside at ground level. (a)

Exit is that portion of a means of egress which is separated by walls, floors, doors or other means from the area of the building from which escape is to be made.

(b)

Note: An interior aisle, corridor, hallway or other means of travel used to reach an exit door is not an exit.

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Item

Description

Mechanical Systems

For the purposes of determining seismic loads in ASCE 7, mechanical systems shall include plumbing systems as specified therein.

Mezzanine

An intermediate floor placed in any storey or room. When the total area of any such mezzanine floor exceeds 331/3 percent of the total floor area in that room or storey in which the mezzanine floor occurs, it shall be considered as constituting and additional storey. The clear height above or below a mezzanine floor shall not be less than 7 feet.

Micropile

A micropile is a bored, grouted-in-place deep foundation element that develops its load-carrying capacity by means of a bond zone in soil, bedrock or a combination of soil and bedrock.

Mortar

A plastic mixture of approved cementitious materials, fine aggregates and water used to bond masonry or other structural units.

Multiple Family

As in a building, meaning more than two families or households living independently of each other and cooking within their living quarters; includes apartments, tenements and flats.

Normal Dimension

The dimension or size in which such material, part or unit is usually manufactured or supplied.

Non-Combustible

See â&#x20AC;&#x153;Incombustibleâ&#x20AC;?.

Non-Conforming

Applies to any building or structure which does not comply with the requirements set forth in this Code, or amendments thereto.

Nosing

The leading edge of treads of stairs and

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Item

Description of landings at the top of stairway flights

Occupant Load

Number of persons that may occupy a building for which means of egress of a building or portion thereof is designed.

Occupancy

As used in this Code, pertains to and is the purpose for which a building is used or in-tended to be used. Occupancy is not intended to include tenancy or proprietorship.

Occupied

Shall be construed as though followed by the words â&#x20AC;&#x153;or intended, arranged, or designed to be occupiedâ&#x20AC;?.

Open Plan

Open plan buildings are Group D Occupancy buildings having rooms and corridors delineated by the use of furniture, or low (5 feet) partitions.

Open Parking Garage.

A structure or portion of a structure with the openings as described in IBC 2009 Section 406.3.3.1 on two or more sides that is used for the parking or storage of private motor vehicles as described in IBC 2009 Section 406.3.4.

Owner

A purchaser, property holder or any other person, firm or corporation having a vested or contingent interest, or in the case of leased premises, the legal holder of the lease contract, or his/her legal representative, assign or successor, or duly authorised agent of any of the aforesaid.

Oxidizer

A material that readily yields oxygen or other oxidizing gas, or that readily reacts to promote or initiate combustion of combustible materials and, if heated or contaminated, can result in vigorous selfsustained decomposition.

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Item

Description

Panel (Part Of A Structure)

The section of a floor, wall or roof comprised between the supporting frame of two adjacent rows of columns and girders or column bands of floor or roof construction.

Panic hardware

A door-latching assembly incorporating a device that releases the latch upon the application of a force in the direction of egress travel.

Parapet

That part of a wall entirely above the roof line.

Parking Garage

Parking garages for passenger vehicles involving only the parking or storing of automobiles and not including automobile repair or service work or the sale of gasoline or oil.

Partition

A non-loading vertical separation between rooms or spaces. If such separating construction closes less than three-fourths of the area from wall to wall and floor to ceiling, it shall be considered a decorative separation and not a partition.

Particleboard

A generic term for a panel primarily composed of cellulosic materials (usually wood), generally in the form of discrete pieces or particles, as distinguished from fibres. The cellulosic material is combined with synthetic resin or other suitable bonding system by a process in which the interparticle bond is created by the bonding system under heat and pressure.

Party Wall

Any wall located on a lot line between adjacent buildings, which is used or adapted for joint service between the two buildings. 1-55

Item

Description

Path Of Egress

The course taken by an occupant to effect egress from a public space.

Penthouse

An enclosed one-storey structure extending above the roof of a building not exceeding 25 percent of the roof at the level on which such penthouse or penthouses are located.

Permit

A written authorization by the Director to proceed with construction, alteration, repair, installation or demolition.

Person

An individual, heirs, executors, administrators or assigns, and also includes a firm, partnership or corporation, its or their successors or assigns, or the agent of any of the aforesaid

Platform

A portion of an assembly room which may be raised above the level of the assembly floor and which may be separated from the assembly space by a wall and proscenium opening.

Prefabricated

Pre-engineered, fabricated installation or erection.

Primary Member

A structural member, such as a column, beam, girder or truss, that carries dead, live and/or wind loads to the foundation.

Primary Structural Frame

The primary structural frame shall include all of the following structural members: 1. The columns; 2. Structural members having direct connections to the columns, including girders, beams, trusses and spandrels; 3. Members of the floor construction and roof construction having direct connections to the columns; and 4. Bracing members that are essential to

1-56

prior

Item

Description the vertical stability of the primary structural frame under gravity loading shall be considered part of the primary structural frame whether or not the bracing member carries gravity loads.

Private Stair

A stairway serving one tenant only and not for general use.

Proscenium Wall

The wall that separates the stage from the auditorium or assembly seating area.

Public Entrance

An entrance that is not a service entrance or a restricted entrance.

Public-Use Areas .

Interior or exterior rooms or spaces that are made available to the general public

Public Space

For the purpose of determining allowable floor areas and/or egress from buildings, such open spaces as public parks, rights-of-way, waterways, public beaches and other permanent unobstructed yards or courts having access to a street and a width of not less than set forth herein for required units of exit width may be considered a public space.

Pyrophoric

A chemical with an auto ignition temperature in air, at or below a temperature of 130째F (54.4째C).

Ramp

A walking surface that has a running slope steeper than one unit vertical in 20 units horizontal (5-percent slope).

Rafters

Secondary inclined supporting members in roof construction.

Required

Required under this Code.

Repair

The making good to or replacement of existing construction in a similar manner to and of similar materials to the original 1-57

Item

Description construction.

Resistance Factor .

A factor that accounts for deviations of the actual strength from the nominal strength and the manner and consequences of failure (also called â&#x20AC;&#x153;strength reduction factorâ&#x20AC;?)

Room

Any enclosed part of a building not being a lavatory, corridor, hallway, foyer, staircase, escalator, ramp, service area or store.

Roof Covering

The covering applied to the roof deck for weather resistance, fire classification or appearance.

Roof Deck

The flat or sloped surface not including its supporting members or vertical supports.

Running Bond .

The placement of masonry units such that head joints in successive courses are horizontally offset at least onequarter the unit length

Sanitary Facilities

The facilities provided in a lavatory in accordance with the requirements of this Code.

Scupper .

An opening in a wall or parapet that allows water to drain from a roof

Seismic Design Category.

A classification assigned to a structure based on its occupancy category and the severity of the design earthquake ground motion at the site.

Self-Closing.

As applied to a fire door or other opening protective, means equipped with an device that will ensure closing after having been opened.

Shaft. .

An enclosed space extending through one or more stories of a building, 1-58

Item

Description connecting vertical openings successive floors, or floors and roof

Shallow Foundation.

A shallow foundation is an individual or strip footing, a mat foundation, a slab-ongrade foundation or a similar foundation element.

Shear Wall

Detailed plain masonry shear wall. A masonry shear wall designed to resist lateral forces neglecting stresses in reinforcement, and designed in accordance with IBC 2009 Section2106.1. Intermediate pre stressed masonry shear wall. A pre stressed masonry shear wall designed to resist lateral forces considering stresses in reinforcement, and designed in accordance with IBC 2009 Section 2106.1. Intermediate reinforced masonry shear wall. A masonry shear wall designed to resist lateral forces considering stresses in reinforcement, and designed in accordance with IBC 2009 Section 2106.1. Ordinary plain masonry shear wall. A masonry shear wall designed to resist lateral forces neglecting stresses in reinforcement, and designed in accordance with IBC 2009 Section 2106.1. Ordinary plain pre stressed masonry shear wall. A pre stressed masonry shear wall designed to resist lateral forces considering stresses in reinforcement, and designed in accordance with IBC 2009 Section 2106.1. Ordinary reinforced masonry shear wall. A masonry shear wall designed to resist lateral forces considering stresses in 1-59

Item

Description reinforcement, and designed in accordance with IBC 2009 Section 2106.1. Special pre stressed masonry shear wall. A pre stressed masonry shear wall designed to resist lateral forces considering stresses in reinforcement and designed in accordance with IBC 2009 Section 2106.1 except that only grouted, laterally restrained tendons are used. Special reinforced masonry shear wall. A masonry shear wall designed to resist lateral forces considering stresses in reinforcement, and designed in accordance with IBC 2009 Section 2106.1.

Shell

The outer portion of a hollow masonry unit as placed in masonry.

Site

A portion of land registered by title as a unit.

Skylight

A factory-assembled, glazed fenestration unit, containing one panel of glazing material that allows for natural lighting through an opening in the roof assembly while preserving the weather-resistant barrier of the roof.

Skylights And Sloped Glazing.

Glass or other transparent or translucent glazing material installed at a slope of 15 degrees (0.26 rad) or more from vertical. Glazing material in skylights, including unit skylights, solariums, sunrooms, roofs and sloped walls, are included in this definition.

Smoke Barrier

A continuous membrane, either vertical or horizontal, such as a wall, floor or ceiling assembly, which is designed and constructed to restrict the movement of smoke. 1-60

Item

Description

Smoke Compartment

A space within a building enclosed by smoke barriers on all sides, including the top and bottom.

Smoke Damper

A listed device installed in ducts and air transfer openings designed to resist the passage of smoke. The device is installed to operate automatically, controlled by a smoke detection system, and where required, is capable of being positioned from a fire command centre.

Special Inspection

Inspection as herein required of the materials, installation, fabrication, erection or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards

Splice.

The result of a factory and/or field method of joining or connecting two or more lengths of a fire-resistant joint system into a continuous entity

Stage.

A space within a building utilized for entertainment or presentations, which includes overhead hanging curtains, drops, scenery or stage effects other than lighting and sound.

Stairway.

One or more flights of stairs, either exterior or interior, with the necessary landings and platforms connecting them, to form a continuous and uninterrupted passage from one level to another.

Stairway, Exterior.

A stairway that is open on at least one side, except for required structural columns, beams, handrails and guards. The adjoining open areas shall be either yards, courts or public ways. The other sides of the exterior stairway 1-61

Item

Description need not be open.

Story.

That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above (also see IBC 2009 “Basement,” “Mezzanine” and Section 502.1). It is measured as the vertical distance from top to top of two successive tiers of beams or finished floor surfaces and, for the topmost story, from the top of the floor finish to the top of the ceiling joists or, where there is not a ceiling, to the top of the roof rafters.

Strength.

Design strength. Nominal strength multiplied by a strength reduction factor. Nominal strength. Strength of a member or cross section calculated in accordance with these provisions before application of any strength-reduction factors. Required strength. Strength of a member or cross section required to resist factored loads

Strength Design

A method of proportioning structural members such that the computed forces produced in the members by factored loads do not exceed the member design strength [also called “load and resistance factor design” (LRFD)]. The term “strength design” is used in the design of concrete and masonry structural elements.

Structure.

That which is built or constructed

Substantial Damage.

Damage of any origin sustained by a structure whereby the cost of restoring the structure to its before-damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred.

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Item

Description

Suite.

A group of patient treatment rooms or patient sleeping rooms within Group I-2 occupancies where staff are in attendance within the suite, for supervision of all patients within the suite and the suite is in compliance with the requirements of IBC 2009 Sections 1014.2.2 through 1014.2.7.

Sunroom.

A one-story structure attached to a building with a glazing area in excess of 40 percent of the gross area of the structureâ&#x20AC;&#x2122;s exterior walls and roof.

Swimming pools.

Any structure intended for swimming, recreational bathing or wading that contains water over 24 inches (610 mm) deep. This includes in-ground, aboveground and on-ground pools; hot tubs; spas and fixed-in-place wading pools.

Toxic.

A chemical falling within any of the following categories: 1. A chemical that has a median lethal dose (LD50) of more than 50 milligrams per kilogram, but not more than 500milligrams per kilogram of body weight when administered orally to albino rats weighing between 200 and 300grams each. 2. A chemical that has a median lethal dose (LD50) of more than 200 milligrams per kilogram, but not more than 1,000 milligrams per kilogram of body weight when administered by continuous contact for 24 hours (or less if death occurs within 24 hours) with the bare skin of albino rabbits weighing between 2 and 3 kilograms each. 3. A chemical that has a median lethal concentration (LC50) in air of more than 200 parts per million, but not more than 2,000 parts per million by volume of gas

1-63

Item

Description or vapour, or more than 2 milligrams per litre but not more than 20 milligrams per litre of mist, fume or dust, when administered by continuous inhalation for 1 hour (or less if death occurs within 1 hour) to albino rats weighing between200 and 300 grams each.

Transient

Occupancy of a dwelling unit or sleeping unit for not more than 30 days.

Treated Wood.

Wood and wood-based materials that use vacuum-pressure impregnation processes to enhance fire retardant or preservative properties. Fire-retardanttreated wood. Pressure-treated lumber and plywood that exhibit reduced surface-burning characteristics and resist propagation of fire. Preservativetreated wood. Pressure-treated wood products that exhibit reduced susceptibility to damage by fungi, insects or marine borers.

Trim.

Picture molds, chair rails, baseboards, handrails, door and window frames and similar decorative or protective materials used in fixed applications.

Underlayment.

One or more layers of felt, sheathing paper, no bituminous saturated felt or other approved material over which a steep-slope roof covering is applied.

Value

Applied to a building or structure means the estimated cost of construction of such building or structure at the date of valuation.

Veneer.

A facing attached to a wall for the purpose of providing ornamentation, protection or insulation, but not counted as adding strength to the wall.

1-64

Item

Description

Ventilation.

The natural or mechanical process of supplying conditioned or unconditioned air to, or removing such air from, any space.

Wall.

A vertical element with a horizontal length-to-thickness ratio greater than three, used to enclose space. Cavity wall. A wall built of masonry units or of concrete, or a combination of these materials, arranged to provide an airspace within the wall, and in which the inner and outer parts of the wall are tied together with metal ties. Composite wall. A wall built of a combination of two or more masonry units bonded together, one forming the backup and the other forming the facing elements. Dry-stacked, surface-bonded wall. A wall built of concrete masonry units where the units are stacked dry, without mortar on the bed or head joints, and where both sides of the wall are coated with a surface-bonding mortar. Masonry-bonded hollow wall. A wall built of masonry units so arranged as to provide an airspace within the wall, and in which the facing and backing of the wall are bonded together with masonry units. Parapet wall. The part of any wall entirely above the roof line.

Winder.

A tread with nonparallel edges

Writing

Any normally recognised form reproduction of legible symbols.

Yard.

An open space, other than a court, unobstructed from the ground to the sky, except where specifically provided by this code, on the lot on which a building is situated. 1-65

Item

Description

Zone.

A defined area within the protected premises. A zone can define an area from which a signal can be received, an area to which a signal can be sent or an area in which a form of control can be executed.

1-66

SECTION 3 GENERAL REQUIREMENTS Contents 301

GROUP CLASSIFICATION BY USED AND OCCUPANCY

301.1 301.2 301.3 301.4 301.5 301.6 301.7 301.8 301.9 301.10

Basis of Classification Group A Public Buildings Detailed examination of the plans required Group B. Office, Administrative and Retail Service Buildings Group E. Educational Group Use Group F. Factory Group H. High-Hazard Group Buildings Group I. Institutional Buildings Group M. Mercantile Group R. Residential Buildings Group S. Storage

302

OCCUPANCY CONTENT OF A BUILDING

302.1

Basis of Calculation

303

TYPE CLASSIFICATION BY CONSTRUCTION

303.1 303.2

Basis of Classification Existing Buildings

304

FIRE RESISTANCE RATINGS FOR BUILDINGS

304.1

Basis of Determination

305

SPECIAL PROVISIONS

305.1 305.2 305.3 305.4 305.5

Interpretation General Occupancy Hazardous Occupancy Areas, Heights and Volumes Special Fire Resistance Ratings 1-67

305.6

Combustible Materials in Type I & II Construction

306

PERMISSIBLE AREAS AND HEIGHTS

306.1 306.2

Basis of Determination Abbreviations

307

MINIMUM NUMBER OF SANITARY FIXTURES REQUIRED

1-68

SECTION 3 GENERAL REQUIREMENTS 301

GROUP CLASSIFICATION BY USE AND OCCUPANCY

301.1

Basis of Classification Certificates of use and occupancy shall be based on the following group classification subject to the special provisions of 305of this Code and provided that:

301.2

(a)

Any building having a use or occupancy not specifically mentioned shall be classified in the group it most nearly resembles.

(b)

Different buildings on the same property shall be certified separately for use and occupancy even when constructed under one permit.

(c)

Adjoining parts of the same building may be certified separately for different use and occupancy provided the division between them satisfies the fire resistance requirements of this Code for the most restrictive use.

(d)

More than one use and occupancy shall be permitted in any building without division provided the building conforms to the requirements of this Code for the most restrictive use.

Group A. Public Buildings Being buildings in which 50 or more persons regularly congregate for civic, educational, religious, social or recreational purposes and including: (a)

Assembly Group A-1 Auditoria Motion Pictures / Cinemas Theatres

1-69

(b)

Assembly Group A-2

Assembly uses intended for food and drink consumption including, but not limited to: Clubs, excluding residential accommodation Dance halls and night clubs Restaurants, cafeterias, including associated commercial kitchens Taverns and bars (c)

Assembly Group A-3

Assembly uses intended for worship, recreation, amusement, not classified elsewhere in Group A.

Court-houses Dance halls (not including food or drink consumption) Permanent exhibition buildings Games buildings Indoor tennis courts and pools without spectator seating Lecture halls Passenger assembly buildings Public baths Public art galleries, libraries and museums Religious buildings of all types Terminal Buildings for buses, cruise ships, or ferries (d)

Assembly Group A-4

Intended for the viewing of indoor sporting events and activities with spectator seating including, but not limited to: Arenas Indoor swimming pools Indoor tennis courts (e)

Assembly Group A-5 Outdoor viewing of sports or events Grandstands & bleachers

1-70

301.3

Group B. Buildings

Office, Administrative and Retail Service

Being buildings used for business or professional transactions or the display or sale of materials or finished products and including: Banks Civic administration buildings Radio stations Restaurants seating less than 50 persons Television stations Office buildings 301.4

Group E. Educational Group Use Educational use group occupancies include the use of buildings or structures by size or more persons as any given time for educational purposes through the 12th grade. Classrooms Day-care of more than 5 children older than 2 ½ years of age who receive educational, supervision, or personal care services for fewer than 24 hours per day.

301.5

Group F. Factory Being buildings used for manufacture, assembly, servicing, repair and factory operations or for the storage except for display purposes of materials or finished products where no hazardous processes or materials are involved and including: (a)

F-1: Moderate hazard factory / industrial        

Appliances Athletic equipment Automobiles and other motor vehicles Bakeries Beverages: over 16-percent alcohol content Bicycles Boats Brooms or brushes Business machines Cameras and photo equipment Canvas or similar fabric 1-71



                   

(b)

F-2: Light hazard factory / industrial     

301.6

Carpets and rugs (includes cleaning) Clothing Construction and agricultural machinery Disinfectants Dry cleaning and dyeing Electric generation plants Electronics Engines (including rebuilding) Food processing and commercial kitchens not associated with restaurants, cafeterias and similar dining facilities Furniture Hemp products Jute products Laundries Leather products Machinery Metals Millwork (sash and door) Motion pictures and television filming (without spectators) Musical instruments Optical goods Paper mills or products Photographic film Plastic products Printing or publishing Recreational vehicles Refuse incineration Shoes Soaps and detergents Textiles Tobacco Trailers Upholstering Wood; distillation Woodworking (cabinet)

Beverages: up to and including 16-percent alcohol content Brick and masonry Ceramic products Foundries Glass products Gypsum Ice Metal products (fabrication and assembly)

Group H. High-Hazard Group Buildings High-hazard Group H occupancy includes, among others, the use of a building or structure, or a portion thereof, that involves the manufacturing, processing, generation or storage of materials that constitute a physical or health hazard in quantities in excess of those allowed in control areas complying with IBC: 2009 Section 414, based on the maximum allowable quantity limits for control areas set forth 1-72

in IBC Tables 307.1(1) and 307.1(2). Hazardous occupancies are classified in Groups H-1, H-2, H-3, H-4 and H-5 and shall be in accordance with this section, the requirements of IBC: 2009 Section 415 and the International Fire Code. Hazardous materials stored, or used on top of roofs or canopies shall be classified as outdoor storage or use and shall comply with the International Fire Code. Exceptions: The following shall not be classified as Group H, but shall be classified as the occupancy that they most nearly resemble. 

Buildings and structures occupied for the application of flammable finishes, provided that such buildings or areas conform to the requirements of IBC: 2009 Section 416 and the International Fire Code.



Wholesale and retail sales and storage of flammable and combustible liquids in mercantile occupancies conforming to the International Fire Code.



Closed piping system containing flammable or combustible liquids or gases utilized for the operation of machinery or equipment.



Cleaning establishments that utilize combustible liquid solvents having a flash point of 140°F (60°C) or higher in closed systems employing equipment listed by an approved testing agency, provided that this occupancy is separated from all other areas of the building by 1-hour fire barriers or 1-hour horizontal assemblies constructed in accordance with IBC: 2009 Chapter 7.



Cleaning establishments that utilize a liquid solvent having a flash point at or above 200°F (93°C).



Liquor stores and distributors without bulk storage.



Refrigeration systems.



The storage or utilization of materials agricultural purposes on the premises.



Stationary batteries utilized for facility emergency power, uninterruptable power supply or telecommunication facilities, provided that the batteries are provided with safety venting caps 1-73

for

and ventilation is provided in accordance with the International Mechanical Code. 

Corrosives shall not include personal or household products in their original packaging used in retail display or commonly used building materials.



Buildings and structures occupied for aerosol storage shall be classified as Group S-1, provided that such buildings conform to the requirements of the International Fire Code.



Display and storage of nonflammable solid and nonflammable or noncombustible liquid hazardous materials in quantities not exceeding the maximum allowable quantity per control area in Group M or S occupancies complying with IBC: 2009 Section 414.2.5. The storage of black powder, smokeless propellant and small arms primers in Groups M and R-3 and special industrial explosive devices in Groups B, F, M and S, provided such storage conforms to the quantity limits and requirements prescribed in the International Fire Code.



(a)

High-hazard Group H-1

Buildings and structures containing materials that pose a detonation hazard shall be classified as Group H-1. Such materials shall include, but not be limited to, the following: 

Detonable pyrophoric materials



Explosives



Organic peroxides Oxidizers, Class 4

 

Unstable (reactive) materials, Class 3 detonable and Class 4

(b) High-hazard Group H-2 Buildings and structures containing materials that pose a deflagration hazard or a hazard from accelerated burning shall be classified as Group H-2. Such materials shall include, but not be limited to, the following: 1-74



Class I, II or IIIA flammable or combustible liquids which are used or stored in normally open containers or systems, or in closed containers or systems pressurized at more than 15 psi (103.4 kPa) gage



Combustible dusts where manufactured, generated or used in such a manner that the concentration and conditions create a fire or explosion hazard based on information prepared in accordance with IBC:2009 Section 414.1.3



Cryogenic fluids, flammable



Flammable gases



Organic peroxides, Class I



Oxidizers, Class 3, that are used or stored in normally open containers or systems, or in closed containers or systems pressurized at more than 15 psi (103 kPa) gage Pyrophoric liquids, solids and gases, non-detonable Unstable (reactive) materials, Class 3, nondetonable Water-reactive materials, Class 3



(c)

High-hazard Group H-3

Buildings and structures containing materials that readily support combustion or that pose a physical hazard shall be classified as Group H-3. Such materials shall include, but not be limited to, the following: 

Class I, II or IIIA flammable or combustible liquids that are used or stored in normally closed containers or systems pressurized at 15 pounds per square inch gauge(103.4 kPa) or less



Combustible fibers, other than densely packed baled cotton



Consumer fireworks, 1.4G (Class C, Common) Cryogenic fluids, oxidizing



Flammable solids



Organic peroxides, Class II and III



Oxidizers, Class 2



Oxidizers, Class 3, that are used or stored in 1-75

normally closed containers or systems pressurized at 15 pounds per square inch gauge (103 kPa) or less 

Oxidizing gases



Unstable (reactive) materials, Class 2



Water-reactive materials, Class 2

(d) High-hazard Group H-4 Buildings and structures which contain materials that are health hazards shall be classified as Group H-4. Such materials shall include, but not be limited to, the following:

(e)



Corrosives



Highly toxic materials



Toxic materials High-hazard Group H-5

Semiconductor fabrication facilities and comparable research and development areas in which hazardous production materials (HPM) are used and the aggregate quantity of materials is in excess of those listed in IBC: 2009 Tables 307.1(1) and 307.1(2) shall be classified as Group H-5. Such facilities and areas shall be designed and constructed in accordance with IBC: 2009 Section 415.8.

301.7

Group I. Institutional Buildings Institutional Group I occupancy includes, among others, the use of a building or structure, or a portion thereof, in which care or supervision is provided to persons who are or are not capable of self-preservation without physical assistance or in which persons are detained for penal or correctional purposes or in which the liberty of the occupants is restricted. Institutional occupancies shall be classified as Group I-1, I-2, I-3 or I-4 a.

Institutional Group I-1

1-76

This occupancy shall includebuildings,structuresorportionsthereofformorethan16pe rsonswhoresideona24hourbasisinasupervisedenvironmentan dreceivecustodialcare.Thepersonsreceivingcarearecapableof self-preservation.Thisgroupshall include, but not be limited to, the following:        

Alcohol and drug centres Assisted living facilities Congregate care facilities Convalescent facilities Group homes Halfway houses Residential board and custodial care facilities Social rehabilitation facilities

A facility such as the above with five or fewer persons receiving such care shall be classified as Group R-3 b.

Institutional Group I-2

This occupancy shall include buildings and structures used for medical care on a 24-hour basis for more than five persons who are incapable of self-preservation. This group shall include, but not be limited to, the following:     

Foster care facilities Detoxification facilities Hospitals Nursing homes Psychiatric hospitals

A facility such as the above with five or fewer persons receiving such care shall be classified as Group R-3 c.

Institutional Group I-3

This occupancy shall include buildings and structures that are inhabited by more than five persons who are under restraint or security. An I-3 facility is occupied by persons who are generally incapable of self- preservation due to security measures not under the occupants’ control. This group shall include, but not be limited to, the following: 

Correctional centres 1-77

 Detention centres  Jails  Pre-release centres  Prisons  Reformatories Buildings of Group I-3 shall be classified as one of the occupancy conditions indicated below: Condition 1: This occupancy condition shall include buildings in which free movement is allowed from sleeping areas, and other spaces where access or occupancy is permitted, to the exterior via means of egress without restraint. A Condition 1 facility is permitted to be constructed as Group R. Condition 2: This occupancy condition shall include buildings in which free movement is allowed from sleeping areas and any other occupied smoke compartment to one or more other smoke compartments. Egress to the exterior is impeded by locked exits. Condition 3: This occupancy condition shall include buildings in which free movement is allowed within individual smoke compartments, such as within a residential unit comprised of individual sleeping units and group activity spaces, where egress is impeded by remote- controlled release of means of egress from such a smoke compartment to another smoke compartment. Condition 4: This occupancy condition shall include buildings in which free movement is restricted from an occupied space. Remote-controlled release is provided to permit movement from sleeping units, activity spaces and other occupied areas within the smoke compartment to other smoke compartments d.

Institutional Group I-4

Thisgroupshallincludebuildingsandstructuresoccupiedbymore thanfivepersons ofanyagewhoreceivecustodialcareforfewerthan24hoursperda ybypersonsotherthanparentsor guardians, relatives by blood, marriage or adoption and in a place other than the home of the person cared for. This group shall include, but not be limited to, the following: 

Adult day care 1-78

ď&#x201A;ˇ

Child day care

A facility such as the above with five or fewer persons receiving such care shall be classified as Group R-3. Facilities where more than 5, but less than 100, children under 2 Â˝ years of age, where the room is located on the exit discharge level and each room has an exit leading directly to the outside will be classified as a Group E occupancy.

301.8

Group M. Mercantile Mercantile Group M occupancy includes, among others, the use of a building or structure or a portion thereof, for the display and sale of merchandise and involves stocks of goods, wares or merchandise incidental to such purposes and accessible to the public. Mercantile occupancies shall include, but not be limited to, the following: Department stores Drug stores Markets Motor fuel-dispensing facilities Retail or wholesale stores Sales rooms

301.9

Group R. Residential Buildings Being all buildings in which sleeping accommodation is a necessary or major provision, except buildings classified under Group I in 301.7 of this Code and including: (a)

Residential Group R-1: Residential occupancies containing sleeping units where the occupants are primarily transient in nature, including: Boarding houses (transient) with more than 10 occupants Congregate living facilities (transient) with more than 10 occupants Hotels (transient) Motels (transient)

(b)

Residential Group R-2: Residential occupancies containing sleeping units or more than two dwelling 1-79

units where the occupants are primarily permanent in nature, including: Apartment houses Boarding houses (non-transient) with more than 16 occupants Congregate living facilities (non-transient) with more than 16 occupants Convents Dormitories Fraternities and sororities Hotels (non-transient) Live/work units Monasteries Motels (non-transient) Vacation timeshare properties (c)

Residential Group R-3: Residential occupancies where the occupants are primarily permanent in nature and not classified as Group R-1, R-2, R-4 or I, including: Buildings that do not contain more than two dwelling units Boarding houses (non transient) with 16 or fewer occupants Boarding houses (transient) with 10 or fewer occupants Care facilities that provide accommodations for five or fewer persons receiving care Congregate living facilities (non transient) with 16 or fewer occupants Congregate living facilities (transient) with 10 or fewer occupants

(d)

Residential Group R-4: This occupancy shall include buildings, structures or portions thereof for more than five but not more than 16 persons, excluding staff, who reside on a 24-hour basis in a supervised residential environment and receive custodial care. The persons receiving care are capable of self-preservation. This group shall include, but not be limited to, the following: Alcohol and drug centres Assisted living facilities Congregate care facilities Convalescent facilities Group homes Halfway houses Residential board and custodial care facilities Social rehabilitation facilities Group R-4 occupancies shall meet the requirements for 1-80

construction as defined for Group R-3, except as otherwise provided for in this code. 301.10

Group S. Storage a) Storage Group S-1: Buildings occupied for storage uses that are not classified as Group S-2, including, but not limited to, storage of the following:                      

        

Aerosols, Levels 2 and 3 Aircraft hangar (storage and repair) Bags: cloth, burlap and paper Bamboos and rattan Baskets Belting: canvas and leather Books and paper in rolls or packs Boots and shoes Buttons, including cloth covered, pearl or bone Cardboard and cardboard boxes Clothing, woollen wearing apparel Cordage Dry boat storage (indoor) Furniture Furs Glues, mucilage, pastes and size Grains Horns and combs, other than celluloid Leather Linoleum Lumber Motor vehicle repair garages complying with the maximum allowable quantities of hazardous materials listed in IBC:2009 Table 307.1(1) (see IBC: 2009 Section 406.8) Photo engravings Resilient flooring Silks Soaps Sugar Tires, bulk storage of Tobacco, cigars, cigarettes and snuff Upholstery and mattresses Wax candles 1-81

b) Storage Group S-2: Includes, among others, buildings used for the storage of noncombustible materials such as products on wood pallets or in paper cartons with or without single thickness divisions; or in paper wrap- pings. Such products are permitted to have a negligible amount of plastic trim, such as knobs, handles or film wrap- ping. Group S-2 storage uses shall include, but not be limited to, storage of the following:                            

Asbestos Beverages up to and including 16-percent alcohol in metal, glass or ceramic containers Cement in bags Chalk and crayons Dairy products in non-waxed coated paper containers Dry cell batteries Electrical coils Electrical motors Empty cans Food products Foods in non-combustible containers Fresh fruits and vegetables in non-plastic trays or containers Frozen foods Glass Glass bottles, empty or filled with non-combustible liquids Gypsum board Inert pigments Ivory Meats Metal cabinets Metal desks with plastic tops and trim Metal parts Metals Mirrors Oil-filled and other types of distribution transformers Parking garages, open or enclosed Porcelain and pottery Stoves Talc and soapstones Washers and dryers

1-82

302

OCCUPANCY CONTENT OF A BUILDING

302.1

Basis of Calculation (a)

Table 3-1 shall determine the number of persons occupying a building or part of a building subject to the special provisions of 305 of this Code, and except where the building or part of the building is planned for a greater number persons than that determined from Table 3-1 then the greater number shall be used.

(b)

Table 3-1 must be used to determine the minimum occupancy content of buildings. Designers of public buildings should apply to the Director for permission to alter any of the minimum areas given in the Table 3-1, where there is mixed occupancy or doubt as to the appropriate area to be used.

1-83

Table 3 - 1 Occupancy Content of a Building Occupancy

Area per person (sq.ft)

Aircraft hangers

500 gross

Airport terminal Concourse Waiting areas Baggage claim Baggage handling

100 gross 15 gross 20 gross 300 gross

Assembly Gaming floors

11 gross

Assembly with fixed seats

Based on the number of seats, one person per 18 inches of seating length or one person per 24 inches of seating for booths

Assembly without fixed seats Concentrated (chairs only â&#x20AC;&#x201C; not fixed) Standing space Unconcentrated (tables and chairs)

7 net 5 net 15 net

Bowling centers, allow 5 persons for each lane including 15 ft of runway and for additional areas

7 net

Business area

100 gross

Courtrooms - other than fixed seating areas

40 net

Dormitories

50 gross

1-84

Table 3 - 1 Occupancy Content of a Building (Contâ&#x20AC;&#x2122;d) Occupancy

Area per person (sq.ft)

Educational Classroom area Shops and other vocational room areas

20 net 50 net

Exercise rooms

50 gross

Fabrication and Manufacturing areas

200 gross

Industrial areas

100 gross

Institutional areas Inpatient treatment areas Outpatient areas Sleeping areas

240 gross 100 gross 120 gross

Kitchens, commercial

200 gross

Locker rooms

50 gross

Mercantile basement and grade floor areas Areas on other floor Storage, stocking, shipping areas

30 gross 60 gross 300 gross

Parking garages

200 gross

Residential

200 gross

Skating rinks, swimming pools Rink and pool Decks

50 gross 15 gross

Stages and platforms

15 net

Accessory storage areas, mechanical equipment room

300 gross

Warehouses

500 gross

1-85

303

TYPE CLASSIFICATION BY CONSTRUCTION

303.1

Basis of Calculation (a)

The requirements of Types of Construction in this Subsection are minima for the various Types of Construction and are intended to represent varying degrees of public safety and resistance to fire. For the purpose of this Code, Type I shall be deemed to be the most fire-resistive and Type V the least fire-resistive Type of Construction.

(b)

All buildings and structures shall be classified into one of the following Types of Construction: Type I and II: Those types of construction in which the building elements listed in Table 3-4 are of noncombustible materials, except as permitted in Section 305.6 of this code, and elsewhere in this code. Type III: The type of construction in which the exterior walls are of noncombustible materials and the interior building elements are of any material permitted by this code. Fire-retardant-treated wood framing complying with IBC: 2009 Section 2303.2 shall be permitted within exterior wall assemblies of a 2-hour rating or less. Type IV: Type IV construction (Heavy Timber, HT) is that type of construction in which the exterior walls are of noncombustible materials and the interior building elements are of solid or laminated wood without concealed spaces. The details of Type IV construction shall comply with the provisions of this section. Fireretardant-treated wood framing complying with IBC: 2009 Section 2303.2 shall be permitted within exterior wall assemblies with a 2-hour rating or less. Mini- mum solid sawn nominal dimensions are required for structures built using Type IV construction (HT). For glued- laminated members the equivalent net finished width and depths corresponding to the minimum nominal width and depths of solid sawn lumber are required as specified in the following table:

1-86

Table 3 - 2

Type V: Type V construction is that type of construction in which the structural elements, exterior walls and interior walls are of any materials permitted by this code. (c)

In order that a building or structure may be classified in any specific Type of Construction, it is necessary that all the requirements for that Type shall be at least equaled. No building or portion thereof shall be required to conform to the details of a Type of Construction higher than that Type for which the minimum requirements based on Occupancy are met even though certain features of such building actually conform to a higher Type of Construction.

(d)

Where specific materials, Types of Construction or fireresistive protection are required, such requirements shall be the minimum requirements, and any materials, Types of Construction or fire-resistive protection which will afford equal or greater public safety or resistance to fire, as specified in this Code, (see 302) may be used, subject to the requirements of Subsections 401 and 402 of this Code covering alternate materials and construction standards.

(e)

Where two or more Types of Construction occur in the same building and are separated by fire walls as required by this Code, each portion so separated may be classified as of the Type of Construction to which it conforms. If fire walls are not provided as required in Subsection 406.3, the whole building shall be classified 1-87

as the least fire-resistive Type of Construction used and shall be subject to the restrictions imposed upon that Type.

303.2

(f)

The structural frame shall be considered to be the columns and the girders, beams, trusses and spandrels having direct connections to the columns and all other members which are essential to the stability of the building as a whole. The members of floor or roof panels which have no connection to the columns shall be considered secondary members and not a part of the structural frame.

(g)

Minor accessory buildings of unprotected noncombustible materials not exceeding 10 percent of the ground floor of the primary building, nor 1,500 square feet, whichever is larger, may subject to the specific approval of the Board, where separated from the primary building as required in the Code, be constructed without changing the fire-resistive classification of the primary building based on Type of Construction.

(h)

Table 3-4 shall be used to establish Type classification by construction of a building subject to the special provisions of 305 of this Code and provided that where any building does not clearly fall into one of the five Types defined it shall be classified under the most restrictive of the Type it resembles.

Existing Buildings An existing building which by its construction cannot be definitely classed as of Type I, II, III, IV, or V as defined in this Code shall be defined for the purpose of this Code, by the Director.

1-88

304

FIRE RESISTANCE RATING FOR BUILDINGS

304.1

Basis of Determination Tables 3-4 to 3-5 inclusive shall determine the minimum fire resistance ratings for the component parts of a building subject to the special provisions of 305 of this Code and provided that the permitted fire resistance ratings of various materials and combinations of materials shall be established in accordance with this Code. Abbreviations used are at 306.2.

305

SPECIAL PROVISIONS

305.1

Interpretation

305.2

305.3

(a)

The requirements of 306 are to be read and interpreted with 301 to 305 of this Code provided that if the requirement of two or more sections should appear contradictory when applied to a particular building, the more restrictive requirements shall apply.

(b)

The Chief Fire Officer shall be consulted for any deviation from the requirements given in this Section.

General Occupancy (a)

Any building with an occupancy content of more than 1,000 persons as calculated from Table 3-1 shall be of Type I or Type II construction.

(b)

No building of Group A with an occupancy content of more than 250 persons shall be of Type IV or V construction.

Hazardous Occupancy (a)

Buildings used to store highly combustible or highly flammable materials or liquids shall be of Type I or II construction, not more than 12' 0" in storey height, not closer than 50' 0" to a site boundary or to an adjacent building on the same site and divided by fire division 1-89

walls into separate parts, each part not exceeding 5,000 sq. ft. in floor area. (b)

305.4

Buildings housing processes using combustible or inflammable liquids with a flash point lower than 190 degrees F shall be of Type I or Type II single storey construction not closer than 50'0" to a site boundary or to an adjacent building on the same site and shall be separated by fire division walls into separate parts, each part not exceeding 10,000 sq.ft. in floor area.

Areas, Heights and Volumes (a)

A building of Type IA, IB, or IIA construction more than 75’ 0” high will be considered a “High-rise” building as defined by the IBC:2009 Section 403. The height is specifically subject to approval by the Board, and may be required to have higher fire resistance rating for any or all of the component parts. Furthermore, the whole building shall be equipped with wet risers (standpipes) in accordance with IBC:2009 Section 905 and NFPA 14.

(b)

The permissible areas given in Table 3-3 may be increased by 25 percent with the approval of the Director, for any building having clear access to public streets on two sides. The public street must be at least 20 ft wide to allow for this increase.

(c)

The permissible areas given in Table 3-3 may be increased with the approval of the Director by 50 percent for any building having clear access to public streets on three or more sides. The public street must be at least 20 ft wide to allow for this increase.

(d)

The permissible areas given in Table 3-3 may be increased with the approval of the Director by 100 percent for any multistoried building equipped with an approved automatic sprinkler system where such system is not specifically required by another section of this Code.

(e)

The permissible areas given in Table 3-3 may be increased with the approval of the Director by 200 1-90

percent for any single storey building equipped with an approved automatic sprinkler system where such system is not specifically required by another section of this Code. 305.5

Special Fire Resistance Ratings (a)

Suspended ground floors with less than 3' 0" clearance need not be of fire resistance rated construction for Groups A and E, and Types I and II construction shall be of non-combustible materials.

(b)

Roofs, where every part of the structural framework is more than 20'0" above the highest part of any floor, the roof need not be of fire resistance rated construction.

(c)

Untreated wood or other combustible materials may be used only for wall and floor finishes, skirtings window sills, wall trims, staircase handrails and other minor nonstructural decorative purposes. Note: Untreated wood should not be used as wall finishes or handrails on escape routes.

305.6

Combustible Materials in Type I & II Construction Combustible materials shall be permitted in buildings of Type I or II construction in the following applications and in accordance with the following: 1. Fire-retardant-treated wood shall be permitted in: 

Non-bearing partitions where the required fireresistance rating is 2 hours or less.



Nonbearing exterior walls where fire-resistance rated construction is not required.



Roof construction, including framing and decking.

girders,

trusses,

Exception: In buildings of Type IA construction exceeding two stories above grade plane, fire retardant treated wood is not permitted in roof construction where the vertical distance from the upper floor to the roof is less than 20 feet. 1-91

Thermal and acoustical insulation, other than foam plastics, having a flame spread index of not more than 25. Exceptions: ď&#x201A;ˇ

Insulation placed between two layers of noncombustible materials without an intervening airspace shall be allowed to have a flame spread index of not more than 100.

ď&#x201A;ˇ

Insulation installed between a finished floor and solid decking without intervening airspace shall be allowed to have a flame spread index of not more than 200.

Foam plastics in accordance with the 2009 IBC Chapter 26.

Roof coverings that have an A, B or C classification.

Interior floor finish and floor covering materials installed in accordance with IBC: 2009 Section 804.

Millwork such as doors, door frames, window sashes and frames.

Interior wall and ceiling finishes installed in accordance with the IBC: 2009 Sections 801 and 803.

Trim installed in accordance with IBC: 2009 Section 806.

Where not installed greater than 15 feet above grade, show windows, nailing or furring strips and wooden bulkheads below show windows, including their frames, aprons and show cases.

10.

Finish flooring installed in accordance with IBC: 2009 Section 804.

11.

Partitions dividing portions of stores, offices or similar places occupied by one tenant only and that do not establish a corridor serving an occupant load of 30 or more shall be permitted to be constructed of fireretardant-treated wood, 1- hour fire-resistance-rated construction or of wood panels or similar light construction up to 6 feet in height.

12.

Stages and platforms constructed in accordance with IBC: 2009 Sections 410.3 and 410.4, respectively.

13.

Combustible exterior wall coverings, balconies and similar projections and bay or oriel windows in accordance with IBC: 2009 Chapter 14. 1-92

14.

Blocking such as for handrails, millwork, cabinets and window and door frames.

15.

Light-transmitting plastics as permitted by IBC: 2009 Chapter 26.

16.

Mastics and caulking materials applied to provide flexible seals between components of exterior wall construction.

17.

Exterior plastic veneer installed in accordance with IBC: 2009 Section 2605.2.

18.

Nailing or furring strips as permitted by IBC: 2009 Section 803.4.

19.

Heavy timber as permitted by IBC: 2009 Note c to Table 601 and Sections 602.4.7 and 1406.3.

20.

Aggregates, component materials and admixtures as permitted by IBC: 2009 Section 703.2.2.

21.

Sprayed fire-resistant materials and intumescent and mastic fire-resistant coatings determined on the basis of fire-resistance tests in accordance with IBC: 2009 Section 703.2 and installed in accordance with IBC: 2009 Sections 1704.12 and 1704.13, respectively.

22.

Materials used to protect penetrations in fire- resistancerated assemblies in accordance with IBC: 2009 Section 713.

23.

Materials used to protect joints in fire-resistance-rated assemblies in accordance with IBC: 2009 Section 714.

24.

Materials allowed in the concealed spaces of buildings of Types I and II construction in accordance with IBC: 2009 Section 717.5.

25.

Materials exposed within plenums complying with IBC: 2009 of the International Mechanical Code.

Ducts: The use of nonmetallic ducts shall be permitted where installed in accordance with the limitations of the International Mechanical Code. Piping: The use of combustible piping materials shall be permitted where installed in accordance with the limitations of the International Mechanical Code and the International Plumbing Code. Electrical: The use of electrical wiring methods with combustible insulation, tubing, raceways and related components shall be permitted where installed in accordance 1-93

306 306.1

with the limitations of this code. PERMISSIBLE AREAS AND HEIGHTS Basis of Determination Table 3-3 shall determine the maximum permitted area and height of a building subject to the special provisions of this Code and provided that where two or more parts of a building are separated from one another by divisions satisfying the fire resistance requirements of this Code for the most restrictive use, then the maximum permitted areas may be applied to each part so divided.

306.2

Abbreviations In interpretation of Table 3-3 the following abbreviations shall have the meaning given them hereunder: Group:

Group classification by use and occupancy under 301 of this Code

UL:

Unlimited / no limit

Story

Area

1-94

Table 3 - 3 Permissible Areas and Heights TYPEOFCONSTRUCTION TYPEI

TYPEII

A GROUP

HEIGHT(feet)

160

TYPEIII

A 65

TYPEIV

B 55

TYPEV

HT 65

A 50

B 40

STORIES(S) AREA(A)

A-1

S A

UL UL

A-2

S A

UL UL

A-3

S A

UL UL

A-4

S A

UL UL

A-5

S A

UL UL

S A

UL UL

S A

UL UL

F-1

S A

UL UL

F-2

S A

UL UL

H-1

S A

1 21,000 UL 21,000

H-2

S A

H-3

S A

UL UL

S A

UL UL

H-5

S A

I-1

S A

4 UL UL UL

I-2

S A

UL UL

I-3

S A

UL UL

I-4

S A

UL UL

H-4

5 UL 11 UL 11 UL 11 UL UL UL 11 UL 5 UL

2 8,500 2 9,500 2 9,500 2 9,500 UL UL

3 14,000 3 14,000 3 14,000 3 14,000 UL UL

2 8,500 2 9,500 2 9,500 2 9,500 UL UL

3 15,000 3 15,000 3 15,000 3 15,000 UL UL

2 11,500 2 11,500 2 11,500 2 11,500 UL UL

1 5,500 1 6,000 1 6,000 1 6,000 UL UL

5 37,500

3 23,000 2 14,500 2 15,500 3 23,000 1 7,000 1 7,000 2 14,000 3 17,500 3 23,000 3 10,000 1 11,000 1 10,000 2 13,000

5 28,500 3 23,500 3 19,000 4 28,500 1 9,500 2 9,500 4 17,500 5 28,500 3 28,500 4 16,500 1 12,000 2 10,500 3 23,500

3 19,000 2 14,500 2 12,000 3 18,000 1 7,000 1 7,000 2 13,000 3 17,500 3 19,000 3 10,000 NP NP

5 36,000 3 25,500 4 33,500 5 50,500 1 10,500 2 10,500 4 25,500 5 36,000 3 36,000 4 18,000 1 12,000 2 12,000 3 25,500

3 18,000 1 18,500 2 14,000 3 21,000 1 7,500 1 7,500 2 10,000 3 18,000 3 18,000 3 10,500 1 9,500 2 7,500 1 18,500

2 9,000 1 9,500 1 8,500 2 13,000 NP NP

3 26,500 4 25,000 5 37,500

11 UL 11 UL 1 16,500 3 16,500 6 60,000 7 UL 4 UL 9 55,000 4 UL 4 UL 5 60,500

3 15,500 3 15,500 3 15,500 3 15,500 UL UL

1 11,000 2 11,000 4 26,500 5 37,500 3 37,500 4 19,000 2 15,000 2 15,000 3 26,500

1-95

1 7,500 2 13,000

1 3,000 1 5,000 2 6,500 2 9,000 2 4,500 NP NP 1 5,000 1 9,000

Table 3-3 Permissible Areas and Heights (Contâ&#x20AC;&#x2122;d) TYPEOFCONSTRUCTION TYPEI

TYPEII

A GROUP

HEIGHT(feet)

TYPEIII

160

TYPEIV

TYPEV A

STORIES(S) AREA(A)

S A

UL UL

R-1

S A

UL UL

R-2

S A

UL UL

R-3

S A

UL UL

R-4

S A

UL UL

S A

UL UL

S-2

S A

UL UL

S A

UL UL

S-1

11 UL 11 UL 11 UL 11 UL 11 UL 11 48,000 11 79,000 5 35,500

4 21,500 4 24,000 4 24,000 4 UL 4 24,000 4 26,000 5 39,00+ 0 4 19,000

2 12,500 4 16,000 4 16,000 4 UL

4 18,500 4 24,000 4 24,000 4 UL 4 24,000 3 26,000 4 39,000 3 14,000

4 16,000 2 17,500 3 26,000 2 8,500

2 12,500 4 16,000 4 16,000 4 UL 4 16,000 2 17,500 3 26,000 2 8,500

4 20,500 4 20,500 4 20,500 4 UL 4 20,500 4 25,500 5 38,500 4 18,000

3 14,000 3 12,000 3 12,000 3 UL 3 12,000 3 14,000 4 21,000 2 9,000

TYPEIII

TYPEIV

1 9,000 2 7,000 2 7,000 3 UL 2 7,000 1 9,000 2 13,500 1 5,500

Table 3 - 4 Fire Resistance Rating Requirements for Building Elements TYPEI BUILDINGELEMENT

Primary structural frameg(seeIBC:2009Section202) Bearingwalls Exteriorf,g Interior

3a 3 3a

Nonbearing Exterior

walls

and

partitions

Nonbearing Interiore

walls

and

partitions

TYPEII B

2 2a

1 1

0 0

TYPEV

2 1

2 0

2 1/HT

1 1

0 0

See Table 3-5 See IBC 0 604.2

Floor construction and associated secondary members (seeIBC:2009Section202)

Roof construction and associated secondary members (seeIBC:2009Section202)

11/b

1b,c

ForSI:1foot=304.8mm. a. Roofsupports:Fireresistanceratingsofprimarystructuralframeandbearingwallsarepermittedtobereducedby1ho urwheresupportingaroofonly.

1-96

b. ExceptinGroupF-1,H,MandS1occupancies,fireprotectionofstructuralmembersshallnotberequired,includingprotection ofroofframinganddeckingwhereeverypartoftheroofconstructionis20feetormoreaboveany floorimmediatelybelow.Fire-retardant-treatedwoodmembersshallbeallowedtobeused for such unprotected members. c. In all occupancies, heavy timber shall be allowed where a1-hour or less fire-resistance rating is required. d. An approved automatic sprinkler system in accordance with IBC: 2009 Section 903.3.1.1shall be allowed to be substituted for1-hour fire-resistance-rated construction, provided such system is not otherwise required by other provisions of the code or used for an allowable area increase in accordance with IBC: 2009 Section 506.3 or an allowable height increase in accordance with IBC: 2009 Section 504.2 The1-hour substitution for the fire resistance of exterior walls shall not be permitted. e. Not less than the fire-resistance rating required by other sections of this code. f. Not less than the fire-resistance rating based on fire separation distance (seeTable3-5 of this Code). g. Not less than the fire-resistance rating as referenced in IBC Section704.10

Table 3 - 5 Exterior Wall Fire Resistance FIRESEPARATIONDISTANCE= X(feet)

X<5c

OCCUPANCY GROUP H

TYPEOFCONSTRUCTION

All

10≤X <30 X ≥30

Others

3 2

2 1

Others

2 1 1

1 0 1

IA, IB IIB, VB All

OCCUPANCY GROUPA,B, E,F-2, I,R,S-2g,Ub

5≤X<10

OCCUPANCYG ROUPF-1,M,S-1g

1 1 1d 0 1d 0

Fire separation distance is defined as the distance from a building to either of the following: a) Site boundary line b) Centerline of road or lane where the road or lane abuts the site boundary line c) Imaginary line between two buildings on the same site. The imaginary line may be placed anywhere provided the exterior wall fire resistance rating of each building complies with the requirements of Table 3-5 of this Code based on the separation distance between the wall and the imaginary line. 307

NUMBER OF SANITARY FIXTURES REQUIRED

1-97

Refer to IBC: 2009Chapter 29to determine the minimum number of sanitary fittings required in a building provided that: (a)

Where separate facilities are required for employees and public use the total number of persons to be provided for shall be proportioned on the most realistic basis possible.

(b)

The number of public facilities to be provided by drive in cinemas, drive-in restaurants or similar establishments shall be based on 3 persons for each parking bay.

(c)

For any residence or apartment the minimum provision shall be 1 W.C., 1 lavatory basin (L.B.) and 1 bath or shower and 1 sink or tub.

(d)

For any building providing sleeping accommodation the minimum provision shall be 1 W.C., 1 Lavatory Basin and 1 bath or shower for each 10 beds or each 10 persons accommodated.

(e)

For any building where the use or occupancy involves the employment of staff, facilities shall be provided for employees in accordance with IBC: 2009 Chapter 29except that where the total number of employees is less than 10 the minimum provision shall be for 1 W.C. and 1 L.B. serving both sexes where facilities are accessible only through private offices and shall be additional to the required minimum provision.

(f)

Where facilities for the public are required they shall be additional to and separate from facilities required for employees and shall be provided and maintained in clean condition in accordance with IBC:2009 Chapter 29for: (i)

Any place of Assembly as defined in Section 301.2 of this Code.

(ii)

Any building or part of a building where the major use or occupancy is the regular provision of food or drink for consumption by the public on the premises or on drive - in service system.

(iii)

Any shop, store or market with more than 5,000 square feet of sales area.

(iv)

Any building providing more than 500 square feet of public waiting space. 1-98

(v)

Gas stations with 4 or more service pumps.

(g)

In any building of Groups A, I, B, R1, R2 and R4 of more than 5,000 square feet in total area, at least one cleaner's sink shall be provided for each floor of more than 2,500 square feet in area.

(h)

For buildings of Group I such additional facilities shall be provided as may be required by the Ministry of Health.

(i)

For buildings of Group M & F such additional facilities shall be provided as may be required by the Director.

(j)

For schools, colleges or other educational buildings such additional facilities shall be provided as may be required by the Ministry of Education and the Public Health Department.

(k)

Except for private residences a minimum of one facility for male and one for female must be provided for handicapped persons.

1-99

SECTION 4 MATERIAL AND CONSTRUCTION STANDARDS 401

SCOPE

402

MATERIAL STANDARDS

402.1 402.2 402.3 402.4 402.5

Approval for Use Form of Application Storage and Use Re-use of Used Material Required Standards of Materials

403

CONSTRUCTION STANDARDS

403.1 403.2 403.3 403.4

Approval for Use Form of Application Required Standards for Construction Applicable Codes of Practice

404

FIRE RESISTANCE RATINGS FOR MATERIALS

404.1 404.2

Scope Basis of Ratings

405

FIRE RESISTIVE ASSEMBLIESFOR PROTECTION OF OPENINGS

405.1 405.2 405.3 405.4

General Fire Doors Hardware and Frames Glazed openings in Fire Doors and Windows

406

REQUIRED SEPARATION OF CONSTRUCTION

406.1 406.2 406.3 406.4

Separation between Buildings Vertical Separation Party Walls and Fire Walls Openings in Party Walls and Fire Walls

1-100

407

STAGES AND PLATFORMS

408

FIRE BARRIERS IN CEILING AND ROOF SPACES

407

PRESCRIPTIVE FIRE RESISTANCE

1-101

SECTION 4 MATERIAL AND CONSTRUCTION STANDARDS 401

SCOPE (a)

This Section sets out the requirements for use of materials and construction methods to conform to the minimum standards provided in the Code.

(b)

The construction standards are based on the ability of buildings to resist fire hazards and to accommodate safely the imposed dead and live loads including the hurricane and earthquake loads. This Section provides Tables of fire resistance of various materials and assemblies and gives the requirements for minimum protection of floor and roof systems. This Section must therefore be read with the following: Section 3:

General Requirements

Section 12:

Dead and Live Loads

402

MATERIAL STANDARDS

402.1

Approval for Use The requirements of this Code are not intended to exclude the use of any material not specifically described or recognized herein. Any such material shall be approved provided it can be shown to be satisfactory for the purpose intended and be at least equal to the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety where applicable, and provided that if special knowledge or experience is required in its use it shall only be used by an approved specialist.

402.2

Form of Application Any person desiring to use a material not recognized in this Code shall make application to the Director for permission to 1-102

use such material. The application shall be adequately supported by evidence that the material is at least equal to the standards required by this Code and the Director shall have power to require additional tests to be made if in his opinion these are necessary for proper consideration of the application. 402.3

Storage and Use All materials shall be stored on site in such a way as to prevent deterioration or impairment of their quality or strength or effectiveness and no material which has been seriously damaged or permitted to deteriorate shall be used in/for construction.

402.4

Re-use of Used Material The re-use of used material shall be permitted provided that it can be clearly shown to the satisfaction of the Director that such material is suitable for the purpose intended and meets fully the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety.

402.5

Required Standards of Materials All materials used in construction shall conform to the requirements of this Code and shall at least be equal to the requirements of the applicable standards, the list of which is at Appendix A.

403

CONSTRUCTION STANDARDS

403.1

Approval for Use The requirements of this Code are not intended to exclude the use of any method of construction not specifically described or recognized herein. Any such method of construction shall be approved provided it can be shown to be satisfactory for the purpose intended and at least equal to the requirements of this Code for quality, strength, effectiveness, fire resistance rating, durability and safety and provided that if special knowledge is required in its use, it shall only be used by an approved specialist. 1-103

403.2

Form of Application Any person desiring to use a method of construction not specifically described in or recognised by this Code shall make application to the Director for permission to use such method. The application shall be adequately supported by evidence that the method proposed is at least equal to the standards required by this Code and the Director shall have power to require additional tests to be made at the expense of the applicant, if in his opinion it is necessary for proper consideration of the application.

403.3

Required Standards for Construction Standards of construction shall be in accordance with the requirements of this Code and shall at least be equal to the requirements of the list of Standards attached to this Code as Appendix A. The latest edition of the referenced Codes and Standards should be used.

403.4

Applicable Codes of Practice A list of codes of practice applicable to standards of construction is attached to this Code as Appendix A.

404

FIRE RESISTANCE RATINGS FOR MATERIALS

404.1

Scope This Sub-section provides information on the fire resistance of materials and construction assemblies. The information provided must be used with Tables 3-1 to 3-3 in Section 3 in order to determine the appropriate type of structure and the appropriate materials of construction that should be used. Fire resistance for materials and assemblies will be in accordance with the IBC: 2009 Chapter 7.

404.2

Basis of Ratings (a)

The fire resistance ratings for materials and combinations of materials recognized by this Code are 1-104

based on standard ratings presented by recognized international agencies such as The American Society for Testing and Materials (ASTM). (b)

The requirements of this Section constitute the minimum functional performance standards for fire protection purposes, and are not intended to indicate the structural strength of materials or assemblies. It is the responsibility of the architect or engineer to ensure that a building is constructed in a manner which would limit the spread of a fire and that exits are adequately designed in accordance with Section 5 of the Code, and at the same time to ensure that the building is structurally adequate to accommodate safely the imposed loads.

(c)

Tables in IBC: 2009 720.1(1), 720.1(2), and 720.1(3) give fire ratings of various materials and assemblies used in construction in the Turks and Caicos Islands. Other materials and assemblies may be used provided that tests show that the fire-resistive ratings of the materials are acceptable for the uses intended, and provided the materials or assemblies are used in accordance with the conditions of this Code.

405

FIRE-RESISTIVE ASSEMBLIES FOR PROTECTION OF OPENINGS

405.1

General (a)

The design and construction of fire-resistive assemblies and openings shall be carried out in accordance with this Code and in accordance with IBC: 2009 Section 716. Floor openings will be protected in accordance with IBC: 2009Section 712 and 713.

(b)

Where required by this Code for fire protection of openings, fire-resistive assemblies shall comply with the standards set forth in the relevant ASTM standard fire tests of building materials.

(c)

All fire assemblies required to have fire-protection rating of 20 minutes or more shall bear a label or other 1-105

identification showing the rating thereof, issued by an approved testing agency. 405.2

405.3

Fire Doors (a)

Approved fire door assemblies shall be constructed of any material or assembly of component materials which meets the test requirements of the ASTM, and the fire resistance ratings required by this Code.

(b)

The identification, testing hardware, frames glazing and installation of fire doors shall be as set forth in accordance with IBC: 2009 Section 716.

(c)

Doors will be rated in accordance with IBC: 2009Section 716.5.

Hardware and Frames (a)

Every fire door with a rating shall be equipped with automatic or self-closing type door closing hardware.

(b)

Exit access doors shall have closing devices as provided in Section 503.8 of this Code.

(c)

Where required to be a rated fire assembly, doors shall be equipped with approved steel frames or such frames shall be of the material as used in the test assembly.

(d)

Heat-activated devices used in automatic fire assemblies shall be installed, one on each side of the wall at the top of the opening or one on each side of the wall at ceiling height where the ceiling is more than three feet above the opening. The installation of the device shall be in accordance with NFPA 72, or be approved by the Chief Fire Officer.

(e)

Devices detecting products of combustion (smoke detectors) shall meet the approval of the Chief Fire Officer as to installation and location, and shall be subject to such periodic tests as may be required by the Chief Fire Officer. The tests must be carried out by an experienced testing laboratory approved by the Director. 1-106

405.4

Glazed Openings in Fire Doors and Windows (a)

Glazing and wired glass used in fire resistance rated assemblies will comply with IBC: 2009Section 716 and IBC: 2009 Chapter 24.

406

REQUIRED SEPARATION OF CONSTRUCTION

406.1

Separation between Buildings (a)

Where two or more buildings are joined or adjoin, the combined building must comply with the fire resistive requirements and with the height and floor area requirements of this Code and,

(b)

Where two or more buildings are joined or adjoin, the combined building must comply with the fire resistive requirements and with the height and floor area requirements of this Code or,

(c)

The buildings must be separated by fire walls having the fire resistivity specified for adjoining classifications of the higher ratings as per the ratings below:

Table 4 - 1 Fire Resistance Ratings (Hours) GROUP

FIRE-RESISTANCERATING(hours)

A, B,E,H-4,I, R-1,R-2,U

F-1, H-3b,H-5,M,S-1

3 4b

H-1,H-2 F-2,S-2,R-3, R-4

a) Where Type II or V buildings are being separated, the wall shall be permitted to be 2-hour fire-resistance rated. b) For fire walls separating Group H-1, H-2, or H-3 as defined by 301.6 of this Code, please refer to IBC: 2009 Sections 415.6 and 415.7.

1-107

406.2

Vertical Separation In un-sprinklered buildings greater than three stories, with the exception of open deck public garages, openings in the external wall in successive storeys must be separated by at least 3 ft. with a spandrel or other member having the same fire rating as required for the wall, but no less than 1-hour rated. The spandrel must extend horizontally for at least 30inches.

406.3

Party Walls and Fire Walls Party walls and fire walls separating buildings and compartments must comply with IBC: 2009 Section 706, and must:

406.4

(a)

have sufficient structural stability to allow collapse or burn out of the contents of compartments on the other side of the wall without collapse of the wall,

(b)

be extended as necessary to the underside of a noncombustible roof covering, with the gap between the top of the wall and the roof covering adequately fire stopped,

(c)

be extended a minimum of 30 inches above the roof line, if the covering is combustible (e.g. asphalt or wood shingles),

(d)

have the greater of the fire ratings prescribed in Section 406.1 of this Code.

(e)

Where the roofs of adjoining buildings or of fire compartments are at different levels, the wall must comply with IBC: 2009 Section 706.6.1.

Openings in Party Walls and Fire Walls Doorways and other openings in party walls or fire walls between buildings or fire compartments must:

1-108

407

(a)

not exceed 100 square feet in area at any one opening, and

(b)

not be greater in aggregate width of all openings in any one storey, than 25% of the length of the wall in that storey.

Stages and Platforms Stages and platform construction, including proscenium walls and accessory / ancillary space separation, will be in accordance with IBC: 2009 Section 410. This section of IBC: 2009 also address motion projector rooms.

408

409

FIRE BARRIERS IN CEILING AND ROOF SPACES (a)

Except where the floor/ceiling or roof/ceiling assembly is of non-combustible construction, enclosed roof and ceiling spaces must have fire barriers to divide the space into areas of not more than 3,000 square feet.

(b)

Fire barriers in roof and ceiling spaces must be of noncombustible construction and located directly above the tenancy separation walls, if the walls do not extend to the floor space above.

PRESCRIPTIVE FIRE RESISTANCE (a)

General. The provisions of this section contain prescriptive details of fire-resistance-rated building elements, components or assemblies. The materials of construction listed in IBC: 2009 Tabled 720.1(1), 720.1(2), and 720.1(3) shall be assumed to have the fire-resistance ratings prescribed therein. Where materials that change the capacity for heat dissipation are incorporated into a fire-resistance rated-assembly, fire test results or other substantiating data shall be made available to the building official to show that the

1-109

(c)

(d)

(e)

(f)

i. The clearance from each tendon to the nearest exposed surface is used to determine the average cover. ii. In no case can the clear cover for individual tendons be less than one-half of that set forth in IBC: 2009Table 720.1(1). A minimum cover of Âžâ&#x20AC;? for

1-110

--``,````,`,,`,`,,`,,,,``,`,```-`-`,,`,,`,`,,`---

(b)

required fire-resistance-rating time period is not reduced. Thickness of protective coverings. The thickness of fireresistant materials required for protection of structural members shall be not less than set forth in IBC: 2009Table 720.1(1), except as modified in this section. The figures shown shall be the net thickness of the protecting materials and shall not include any hollow space in back of the protection. Unit masonry protection. Where required, metal ties shall be embedded in bed joints of unit masonry for protection of steel columns. Such ties shall be as set forth in IBC: 2009 Table 720.1(1) or be equivalent thereto. Reinforcement for cast-in-place concrete column protection. Cast-in-place concrete protection for steel columns shall be reinforced at the edges of such members with wire ties of not less than 0.18 inch (4.6 mm) in diameter wound spirally around the columns on a pitch of not more than 8 inches or by equivalent reinforcement. Plaster application. The finish coat is not required for plaster protective coatings where they comply with the design mix and thickness requirements of IBC: 2009Tables 720.1(1), 720.1(2), and 720.1(3). Bonded pre-stressed concrete tendons. For members having a single tendon or more than one tendon installed with equal concrete cover measured from the nearest surface, the cover shall not be less than that set forth in IBC: 2009Table 720.1(1). For members having multiple tendons installed with variable concrete cover, the average tendon cover shall not be less than that set forth in IBC: 2009Table 720.1(1), provided:

slabs and 1â&#x20AC;? for beams is required for any aggregate concrete. iii. For the purpose of establishing a fire-resistance rating, tendons having a clear covering less than that set forth in IBC: 2009 Table 720.1(1) shall not contribute more than 50 percent of the required ultimate moment capacity for members less than 350 square inches in cross-sectional area and 65 percent for larger members. For structural design purposes, however, tendons having a reduced cover are assumed to be fully effective.

1-111

SECTION 5 PUBLIC HEALTH, SAFETY AND BARRIER FREE DESIGN Contents 501

MINIMUM STANDARDS

501.1

Basis of Requirement

502

FIRE AND SAFETY REQUIREMENTS

502.1 502.2 502.3 502.4 502.5 502.6 502.7 502.8 502.9 502.10. 502.11 502.12 502.13

Requirements for Applications Requirement for Buildings Building Sites Service Provisions Minimum Areas, Widths and Heights of Habitable Rooms and Lavatories Light and Ventilation Windows Skylights Enclosed Courts Rear Courts Rodent Proofing Sanitation Storage of Hazardous Materials

503

MEANS OF ESCAPE AND EXITS

503.1 503.2 503.3 503.4 503.5 503.6 503.7 503.8 503.9 503.10. 503.11 503.12

Basis of Requirement Definitions Basis of Calculation Number of Means of Escape and Exits Minimum Distance of Travel to Exits Corridors Width of Means of Escape and Exits Exits and Fire Check Doors Internal Staircases and Ramps used as Means of Escape Fixed Seating in Place of Public Assembly Means of Egress Illumination Exit Signs

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504

STAIRCASES AND RAMPS

504.1 504.2 504.3 504.4 504.5 504.6 504.7 504.8 504.9 504.10

Definitions Basis of Requirements Private Stairways Common Stairways Open Riser Stairways Tapered Steps Guarding of Stairway and Landings Guarding of Balconies and External Areas Ramps Landings

505

FIRE SUPPRESSION SYSTEMS

505.1 505.2 505.3 505.4

Basis of Provisions Special Provisions General Requirements Approval of Installation

506

STANDPIPE SYSTEMS

507

FIRE EXTINGUISHERS

508

FIRE DETECTION AND ALARM

509

EMERGENCY ALARMS

510

SMOKE CONTROL SYSTEMS

511

Barrier Free Design (handicapped persons)

511.1 511.2 511.3 511.4 511.5 511.6 511.7 511.8 511.9 511.10. 511.11

Scope Minimum Provisions Accessible Route Accessible Entrances Walkways and Sidewalks Ramps Doors and Corridors Elevators and Lifts Special Occupancies Ground and Floor Finishes Protruding Objects 1-113

511.12 511.13 511.14 511.15 511.16 511.17 511.18 511.19 511.20. 511.21

Walls Detectable Objects Headroom Bathroom and Toilet Facilities Parking Lots Dwelling Units and Sleeping Units Illumination Signs Provisions for Access Services in Supermarkets, Banks and other Public Spaces Public Telephones

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SECTION 5 PUBLIC HEALTH, SAFETY AND BARRIER FREE DESIGN 501

MINIMUM STANDARDS

501.1

Basis of Requirement All buildings intended for human use or occupancy shall conform to the requirements of this Section. Provided that where artificial lighting and/or ventilation are permitted as alternative to natural lighting and/or ventilation they shall also conform to the pertinent requirements of Section 11 and 12 of this Code. Provision for physically handicapped persons shall be made in accordance with section511 of this Code.

502

FIRE AND SAFETY REQUIREMENTS

502.1

Requirements for Applications Applications for Building Permits for buildings intended for public use are required to satisfy the requirements of this Code. The applicant must demonstrate through the information provided in the application, and include on the appropriate drawings in the plans, elevations and sections, that the design and construction of the building or buildings being the subject of this application conforms in principle to the latest edition of the National Fire Protection Association Life Safety Code (NFPA).

502.2

Requirements for Buildings (a)

All buildings other than private residences or apartment houses referred to in Group R Residential Buildings, should be provided with approved fire appliances in accordance with the requirements of this Code; the provision of, and the installation of, such appliances shall be approved in writing by the Director in consultation with the Chief Fire Officer. 1-115

502.3

(b)

All buildings of more than 4 storeys and over 50 feet in height shall be provided with one or more wet rising mains, as the Director shall determine; such mains shall be exclusively for fire-fighting purposes.

(c)

The requirements of 504 and 505 of this Code shall, in particular apply to any part of any building more than 10,000 sq. ft. in area of any type of occupancy as listed in Table 3-1, where such part is used for, or intended for the use of, the bulk storage of combustible materials or products, see Section 301.6 of this Code.

(d)

Where automatic fire extinguishing protection is provided in other than High Hazard Occupancies, the fire-resistance requirements may be reduced (subject to the approval of the Chief Fire Officer) by one hour in the area or portion of the buildings so protected, provided that such a building is not more than 50 feet or 4 storeys in height.

(e)

The installation of fire protection systems shall be carried out in accordance with the requirements of the Chief Fire Officer.

Building Sites Refer to Section 3.4 of the Development Manual

502.4

Service Provisions Every building shall, having regard to its use or intended use, be provided with the following in compliance with Section 11 and 12 of this code, Part 4: The TCI Energy Code, and ASHRAE Standards 62.1 or 62.2 - 2010, and ASHRAE 901. or 90.2 - 2010: (a)

adequate light and ventilation as per this Section and Section 11 and 12of this Code

(b)

a sufficient supply of suitable water,

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502.5

(c)

adequate facilities for the removal, and where necessary the treatment and disposal of all waste products in such a way as not to affect public health, safety and welfare, and

(d)

Adequate arrangements for the sanitary storage of solid waste (refuse and garbage).

(e)

Efforts shall be made to equip all Public Buildings in Group A and Institutional Buildings in Group I with access ramps and adequately wide entrances and exits for use by persons in wheel chairs.

Minimum Areas, Widths and Heights of Habitable Rooms Table 5-1 shall determine the minimum areas, widths and heights of habitable rooms and lavatories provided that: (a)

The areas given in Table 5-1 shall be measured between the structural faces of walls permitted for such individual uses.

(b)

No habitable room used for two or more purposes shall be divided by any wall, partition, screen or fitting into areas less than the minimum areas permitted for such individual uses, unless such division or partition is not more than 4'0" high.

(c)

Habitable spaces other than a kitchen shall not be less than 7 feet in any plan dimension. Kitchens shall have a clear passage of not less than 3 feet between counter fronts and appliances or counter fronts and walls.

(d)

Every Dwelling unit shall provide permanent provisions for living, dining and sleeping accommodation, together with suitable, cooking and sanitary facilities, and adequate storage facilities.

(e)

Every dwelling unit shall have at least one room that shall not have less than 120 sq. ft. of net floor area.

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Other habitable rooms shall have a net floor area of not less than 70 square feet. Except: Every kitchen in a one- and two family dwelling shall have not less than 50 sq. ft. of gross floor area. (f)

(g)

Where any building of Group R is used or intended to be used for the letting or renting of individual rooms or apartments with common cooking and/or sanitary facilities, the area of any such shall be determined in accordance with the following: (i)

if shared by two (2) apartments only, the area of the facility shall be not less than 100 sq. ft. in area, or

(ii)

if shared by more than two apartments the area of the facility shall not be less than 65 sq. ft. per unit of accommodation sharing the facility.

Occupiable spaces, habitable spaces and corridors shall have a ceiling height of not less than 7ft 6 inches. Bathrooms, toilet rooms, kitchens, storage rooms and laundry rooms shall be permitted to have a ceiling height of not less than 7 ft. Except: i.

In one- and two family dwellings, beams or girders spaced not less than 4 feet on the center and projecting not more than 6 inches below the required ceiling height.

ii.

If any room in a building has a sloped ceiling, the prescribed ceiling height for the room is required in one-half the area thereof. Any portion of the room measuring less than 5 feet from the finished floor to the ceiling shall not be included in any computation of the minimum area thereof.

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502.6

(h)

Any room with a furred ceiling shall be required to have a minimum ceiling height in two-thirds of the area thereof, but in no case shall the height of the furred ceiling be less than 7 feet.

(i)

Any room used as a place of public assembly for more than 50 persons shall have a minimum height of 10' 0", except that the minimum clear height under a gallery or balcony or mezzanine of less than 500 sq. ft. may be reduced to 8 ft. provided that the space under the gallery or mezzanine is not separately enclosed.

(j)

Mezzanines to be constructed in accordance with IBC: 2009 Section 505.1.

(k)

Where ceiling fans are being erected, the minimum height from the floor to the fan blades should not be less than 7'0".

Light Room lighting shall be provided per Section 11 of this code. Every space intended for human occupancy shall be provided with natural light by means of exterior glazed openings in accordance with section 502.6.1or shall be provided with artificial light in accordance with Section 502.6.2.Exterior glazed openings shall open directly onto a public way or onto a yard or court in accordance with IBC: 2009 Section 1206

502.6.1

Natural Light (a)

The minimum net glazed area shall not be less than 8 percent of the floor area of the room served.

(b)

For the purpose of natural lighting, any room is permitted to be considered as a portion of an adjoining room where one-half of the area of the common wall is open and unobstructed and provides an opening of not less than one-tenth of the floor area of the interior room

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(c)

502.6.2

or 25 square feet (2.32 m2), whichever is greater. Exception: i. Openings required for natural light shall be permitted to open into a thermally isolated sunroom addition or patio cover where the common wall provides glazed area of not less than one-tenth of the floor area of the interior room or 20 square feet (1.86 m2), whichever is greater. Exterior openings required for natural light shall open directly onto a public way, yard or court, as set forth in502.9 and 502.10 of this Code. Except: i. Required exterior openings are permitted to open into a roofed porch where the porch:  Abuts a public way, yard or court;  Has a ceiling height of not less than 7 feet; and1.3.  Has a longer side at least 65 percent open and unobstructed. ii. Skylights are not required to open directly onto a public way, yard or court.

Artificial Light Artificial light shall be provided that is adequate to provide an average illumination of 10 foot-candles (107 lux) over the area of the room at a height of 30 inches above the floor level.

502.6.3

Stairway illumination Stairways within dwelling units and exterior stairways serving a dwelling unit shall have an illumination level on tread runs of not less than 1 foot-candle (11 lux). Stairs in other occupancies shall be governed by IBC: 2009 Chapter 10. The control for activation of the required stairway lighting shall be in accordance with NFPA 70.

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502.7

Ventilation Ventilation for all rooms shall be provided per Section 12 of this code ASHRAE 62.1 - 2010 for commercial spaces, and ASHRAE 62.2 - 2010 for residential.

502.7.1

Attic spaces Refer to IBC: 2009 1203.2

502.7.2

Under- floor Ventilation Refer to IBC: 2009 1203.3

502.7.3

Natural Ventilation (a)

Natural ventilation of an occupied space shall be through windows, doors, louvers or other openings to the outdoors. The operating mechanism for such openings shall be provided with ready access so that the openings are readily controllable by the building occupants.

(b)

The minimum openable area to the outdoors shall be 4 percent of the floor area being ventilated.

(c)

Where rooms and spaces without openings to the outdoors are ventilated through an adjoining room, the opening to the adjoining room shall be unobstructed and shall have an area of not less than 8 percent of the floor area of the interior room or space, but not less than 25 square feet. The minimum openable area to the outdoors shall be based on the total floor area being ventilated. Except: Exterior openings required for ventilation shall be permitted to open into a thermally isolated sunroom addition or patio cover provided that the openable area between the sunroom addition or patio cover and the interior room shall have an area of not less than 8 percent of the floor area of the interior room or space, but not less than 20 square feet. The minimum

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openable area to the outdoors shall be based on the total floor area being ventilated.

502.7.3

(d)

Where openings below grade provide required natural ventilation, the outside horizontal clear space measured perpendicular to the opening shall be one and one-half times the depth of the opening. The depth of the opening shall be measured from the average adjoining ground level to the bottom of the opening.

(e)

Contaminant sources in naturally ventilated spaces shall be removed in accordance with the International Mechanical Code and the International Fire Code.

(f)

Rooms containing bathtubs, showers, spas and similar bathing fixtures shall be mechanically ventilated in accordance with the International Mechanical Code.

(g)

Where natural ventilation is to be provided by openings onto yards or courts, such yards or courts shall comply with IBC: 2009 Section 1206.

Other Ventilation and exhaust systems Ventilation and exhaust systems for occupancies and operations involving flammable or combustible hazards or other contaminant sources as covered in the International Mechanical Code or the International Fire Code shall be provided as required by both codes.

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Table 5-1

SANITATION FACILITIES

HABITABLE ROOMS

Minimum Areas and Dimensions of Rooms

Note:

Description of Room

Area (sq.ft.)

Min. Width (ft.)

Min. Height (ft.)

Living room

120

10.0

8.0

Bedrooms

7.0

7.5

Dining room

8.0

Kitchen

5.0

7.5

Living/dining/bedroom

200

10.0

6.0

Living/dining/kitchen

180

10.0

8.0

Living/bedroom

180

10.0

8.0

Living/dining room

160

8.0

Dining room/Kitchen

100

8.0

Any other habitable room

7.0

8.0

Lavatory (W.C. bath & basin)

4.5

7.0

Lavatory (W.C. & shower & basin)

4.0

7.0

Lavatory (bath & basin)

4.5

7.0

Lavatory (W.C. & shower)

2.7

7.0

Lavatory (shower & basin)

2.7

7.0

Lavatory (W.C. & basin)

2.5

7.0

W.C. compartment

12.5

2.5

7.0

Shower compartment

7.5

2.5

7.0

Where the area of any room as shown on this Table conflicts with the minimum areas required by Table 3-1, the more restrictive condition shall apply.

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502.7

Windows Windows used for the provision of natural light or ventilation shall be located in an external wall and in such a position that light and fresh air are not substantially excluded by adjacent walls of the building or by the walls of adjoining buildings. Windows within toilet facilities shall normally be located 4' 0" minimum above floor level. The minimum height from the floor to the window head shall be 6' 8". (Refer to IBC: 2009 Chapter 24 for the installation of glass in windows) The minimum performance for any window, including Uvalues and shading coefficients must be per ASHRAE 90.1 â&#x20AC;&#x201C; 2010.

502.8

Skylights Skylights used for provision of natural light or ventilation shall be located in a clear area of roof and shall be designed to prevent the entry of rain water when closed. Where glass is used it shall be safety glass or shall be screened internally with a high tensile steel mesh of area not more than I sq. in. (Refer to IBC: 2009 Section 2405 for the installation of glass in skylights) The minimum performance for any skylight, including Uvalues and shading coefficients must be per ASHRAE 90.1 â&#x20AC;&#x201C; 2010.

502.9

Courts (a) Any court enclosed on three or more sides and serving windows providing natural light and ventilation shall have an area for its full height of not less than 150 sq. ft for each 10' 0" of its height, and a width of not less than 10' 0"; nor less than 5' 0" for each 10' 0" of its height up to 60' 0", plus 2' 6" for each 10' 0" of its height above 60' 0".

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(b) Access should be provided to the bottom of enclosed courts for cleaning purposes. (c) Courts more than two stories in height shall be provided with a horizontal air intake at the bottom not less than 10 square feet in area and leading to the exterior of the building unless abutting a rear court or public way (d) The bottom of every court shall be properly graded and drained to a public sewer or other approved disposal system complying with the International Plumbing Code. 502.10

Yards Any building of Group R on a site where the rear boundary is a common boundary with an adjoining site shall have a rear court of the full length of such boundary and of a width not less than 10' 0" nor less than 2' 6" for each 10' 0" of building on the line of such court.

502.11

Rodent Proofing Special precautions are required for restaurants, buildings where food is prepared, food storage premises and slaughter houses. Applicants for building permits are required to contact the Ministry of Health for minimum requirements with respect to the type of surfaces of walls, floors and ceiling and the screening necessary. Refer to IBC: 2009 Appendix F

502.12

Sanitation (a)

For Toilet room requirements refer to IBC: 2009 Section 2903.

(b)

Toilet facilities accessible to the public shall be provided on each floor for each sex for all types of building, except that in a building of two floors and occupied by a single tenant, the combined toilet facilities required may be located on either floor. 1-125

(c)

Where common sanitary facilities are provided in buildings of Group R2 used by more than 10 persons, then at the least, separate facilities shall be provided for males and females, and such facilities shall be so located that they are accessible under cover from all of the habitable rooms they serve.

(d)

A toilet shall preferably not open directly onto a room intended primarily for human habitation, other than a bedroom or dressing room and never directly onto anyarea used for the manufacture, preparation or storage of food for human consumption.

(e)

In other than dwelling units, toilet, bathing and shower room floor finish materials shall have a smooth, hard, nonabsorbent surface. The intersections of such floors with walls shall have a smooth, hard, nonabsorbent vertical base that extends upward onto the walls at least 4 inches.

(f)

Walls and partitions within 2 feet of a urinal or water closet shall have smooth, hard nonabsorbent surface, to a height of 4 feet above the floor and except structural elements, the materials used in such walls shall be of a type that is not adversely affected by moisture. Except: i.

Dwelling units and sleeping units

ii.

Toilet rooms that are not accessible to the public and which have not more than one water closet.

(g)

Shower compartments and walls above bathtubs with installed shower heads shall have walls constructed of smooth, nonabsorbent surface to a height of not less than 70 inches above the drain inlet.

(h)

Accessories such as grab bars, towel bars, paper dispenser and soap dishes, provided on or within walls, shall be installed and sealed to protect structural elements from moisture. 1-126

502.13

(i)

Built in tubs with showers shall have waterproof joints between the tub and adjacent wall.

(j)

Section 3 of this Code Tables 3-6 and 3-7 gives the number of lavatory fixtures required for various occupancies.

(k)

Refer to IBC 2009 Table 2902.1for the number of lavatory fixtures required for various occupancies.

Storage of Hazardous Material Storage of Hazardous Materials will be in accordance with IBC: 2009 Section 307, 414 and all applicable NFPA standards.

503

MEANS OF ESCAPE AND EXITS

503.1

Basis of Requirement All new buildings, also existing buildings for which a certificate of use and occupancy has been issued, shall be provided with adequate means of escape and exits in accordance with the requirements of this Code. Where the change of use and occupancy of an existing building requires additional or improved means of escape and/or exit, and the exact requirements of this Code cannot reasonably be met, the Director, in consultation with the Chief Fire Officer, shall have power to approve alternative proposals for providing adequate means of escape and/or exits, so long as such alternative proposals are also submitted to and approved by the Director.

503.2

Definitions For the purposes of this Code the following special definitions shall apply: (a)

"Means of escape" shall include any corridor, hallway, lobby, staircase, escalator or ramp by use of which the occupants of a building may proceed safely from within a building to an exit. 1-127

(b)

"Door" shall include any shutter, cover or other form of protection to an opening in any wall or floor of a building or in the structure surrounding a protected shaft, whether the door is comprised of one leaf or several.

(c)

"Exit" shall be a means of egress and shall. include: (i)

Any doorway in the ground storey leading directly to a street or to an open space providing free access to a street.

(ii)

Any doorway in an upper storey fitted with fire resisting doors and leading through a fire resisting lobby directly to an external staircase terminating at ground level in an open space providing free access to a street.

(iii)

Any doorway in an upper storey leading directly to an external balcony or flat roof from which there is further means of escape.

(iv)

Any doorway in an upper storey or basement storey, leading directly to an enclosed internal staircase separated from all the storeys through which it passes by fire resisting doors, provided that such staircase leads directly to a ground storey exit, or a ground storey fire-resisting lobby from which there is a further means of escape.

(v)

Any fire resisting doorway (90-minutes) located within a 2-hour rated horizontal exit wall.

(d)

“Exit access” is a portion of a means of egress system that leads from any occupied portion of a building or structure to an exit.

(e)

“Exit access doorway” is a door or access point along the path of egress travel from an occupied location, area, or space where the path of egress enters an intervening room, corridor, exit access stairway or exit access ramp.

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503.3

(f)

"Fire resisting door" shall mean any door with a fire resistance rating in accordance with the requirements of an approved testing agency which is fitted in such a way that it cannot reasonably be fixed in an open position, and is provided with an approved automatic closing device.

(g)

"Fire resisting lobby" shall mean a lobby used or intended to be used as a means of escape in which all of the doors are either fire resistive doors or exits leading directly to open air.

Basis of Calculation The occupancy content of a building or a storey of a building used in determining the number and width of means of escape and exits shall be calculated in accordance with Table 3-1 of this Code and it shall be an offence to occupy any building with a greater number of persons than the means of escape and exits provide for.

503.4

Number of Means of Escape and Exits Table 5-2 shall determine the minimum number of means of egress required for each storey of a building provided that: (a)

The requirements for exits in this clause shall not apply to a single family residence which shall be supplied with at least two doors.

(b)

Where two exit or exit access doorways are required, they shall be separated a distance equal to or greater than Â˝ the maximum overall diagonal of the building or area served by the exits or exit access doorways. Where the building is fully protected by automatic sprinklers, the separation of exits may be reduced to 1/3rd the maximum overall diagonal of the building or area served. This allowance does not apply to the following: ď&#x201A;ˇ Refrigeration machinery rooms greater than 1,000 ft2

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ď&#x201A;ˇ Boiler, incinerator, or furnace rooms greater than 500 ft2 with fuel-fired equipment exceeding 400,000 Btu in capacity. (c)

Where three or more exit or exit access doorways are required from any building or area, at least two will be separated in accordance with provision (b) above.

(d)

All corridors, halls or foyers used as a means of escape shall lead directly to an exit from the storey.

(e)

Each room with an occupancy load exceeding that provided in Table 5-2a, or a common path of travel measurement exceeding Table 5-2c, shall have at least two egress doorways leading from the room to an exitway or corridor. All doors shall swing in the direction of egress travel when serving an occupancy load of twenty five persons or more or where the doors serve a space considered to be a high-hazard occupancy. Exception: one and two family dwellings.

(f)

Two or more means of escape may serve the same or communicating corridors, halls or foyers provided that the capacity of such corridors, halls or foyers is not less than the capacity of the two nearest exits.

(g)

In assembly occupancies more than 300 persons, a main exit shall be provided capable of providing egress for at least 50% of the required egress width. Additional exits will be provided to accommodate at least 50% of the required egress width.

(h)

Where no main exit can be defined, evenly distributed exits can be provided which are sized for at least 100% of the required exit width.

(i)

Where a main exit is provided in assembly occupancies, it will front at least one street, or will discharge into an unoccupied space at least 10 ft wide which leads directly to a street or public way.

(j)

No two means of escape from one place of public assembly shall use a common staircase, unless the 1-130

stair case has the capacity to both means of escape, and the minimum number of exits in accordance with Table 5-2b are provided. (k)

No open staircase from a basement or lower ground floor shall be considered a means of escape unless it leads directly to a ground storey exit or to a ground storey hall or foyer from which there is an exit. Table 5-2a

Spaces with one exit or exit access doorway Occupancy

Maximum Occupant Load

A, B, E, F, M

H-1, H-2, H-3

H-4, H-5, I-1, I-2, I-3, I-4, R

Table 5-2b Two or more exits or exit access doorways Occupancy Floor

Content

# of exits or exit access doorways

Exceeds Table 5-2a up to 500

501-1000

1001 and more

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The common path of travel is the distance travelled from an occupied space to the nearest point where multiple egress access paths become available. Where the limits of this table are exceeded, at least two exits are required from the space under consideration. Table 5-2c Maximum Common Path of Travel

OCCUPANCY

WITHOUT SPRINKLER SYSTEM WITH SPRINKLER (feet) SYSTEM Occupant Load (feet) â&#x2030;¤ 30 > 30

B, S1

100

U F H-1, H-2, H-3 R-2 R-3e I-3 All others

100 75 Not Permitted 75 75 100 75

75 75 Not Permitted 75 75 100 75

75 100 25 125 125 100 75

Open parking structures are permitted 100ft common path of travel distances. 503.5

Maximum Distance of Travel to Exits Travel distance within the exit access portion of the means of egress system shall be in accordance with this section. Exit access travel distances shall not exceed the values in Table 5-3(a). Exit access travel distances may be extended up to 100 ft on exterior egress balconies, provided all travel beyond the limits of Table 5-3(a) occur on the exterior egress balcony.

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Table 5-3(a) Maximum Permitted Exit Access Travel Distance (ft.)

OCCUPANCY

A,E,F-1,M,R,S-1 I-1 B F-2,S-2,U H-1 H-2 H-3 H-4 H-5 I-2,I-3,I-4

WITHOUTSPRINKL WITHSPRINKLE ERSYSTEM RSYSTEM (feet) (feet) 200 Not Permitted 200 300 Not Permitted Not Permitted Not Permitted Not Permitted Not Permitted Not Permitted

250 250 300 400 75 100 150 175 200 200

Table 5-3(a) shall determine the maximum permitted distance of travel. Exit access travel distance shall be measured from the most remote point within a story along the natural and unobstructed path of horizontal and vertical egress travel to the entrance to an exit. In open parking garages and outdoor facilities utilizing open stairs, the travel distance is permitted to be measured to the nearest stair riser. (a)

No dead end of a corridor shall be more than 20’-0” from an exit or exit access corridor leading to an exit. Where an automatic sprinkler system protects the building, the dead end may be increased to 50’-0” for occupancies B, E, F, I-1, M, R-1, R-2, R-4 and I-3 with Occupancy condition 2, 3, or 4.

(b)

Dead ends shall not be limited in length where the dead-end is less than 2.5 x the width of the corridor.

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503.6

Corridors Corridors will be fire resistant rated in accordance with Table 5-3(b) Table 5-3(b)

OCCUPANCY

REQUIREDFIRE-RESISTANCE OCCUPANTLO RATING(hours) ADSERVEDBYC Without With ORRIDOR sprinkler system sprinkler systemc

H-1,H-2,H-3

All

Not Permitted

H-4,H-5

Greaterthan30

Not Permitted

A,B,E,F,M,S,U

Greaterthan30

Greaterthan10

Not Permitted

0.5

I-2a,I-4

All

Not Permitted

I-1, I-3

All

Not Permitted

a. b. c.

For requirements for occupancies in Group I-2, see IBC:2009 Sections 407.2 and 407.3 For a reduction in the fire-resistance rating for occupancies in Group I-3, see IBC: 2009 Section 408.8 Buildings equipped throughout with an automatic sprinkler system in accordance with IBC: 2009 903.3.1.1 or 903.3.1.2 where allowed.

503.7

Widths of Means of Escape and Exits Table 5-3(c) shall determine the minimum required egress width based on the occupant load of the space served. In no case shall the width of a particular egress component be less than that provided in Table 5-4.

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Table 5-3(c) Exit Capacity Exit Component

Without sprinkler system

(inches occupant)

With an automatic sprinkler system complying with IBC 903.3.1.1 and an Emergency Voice Alarm Communication (EVAC) notification system.

per (inches per occupant)

Stairs (Group H & I-2)

0.3

Stairs (All other groups)

0.3

0.2

Other egress components (H & I-2)

0.2

Other egress components (All other groups)

0.2

0.15

Exception: Occupancies in Group A and assembly occupancies accessory to Group E which contain seats, tables, displays, equipment or other material shall comply with IBC: 2009 Section 1028.

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Table 5-4 Minimum Required Widths of Means of Escape OCCUPANCY

WIDTH (minimum)

Any facilities not listed below

44 inches

Access to and utilization of mechanical, plumbing or 24 inches electrical systems or equipment With a required occupancy capacity less than 50

36 inches

Within a dwelling unit

36 inches

In Group E with a corridor having a required capacity of 100 72 inches or more In corridors and areas serving gurney traffic in occupancies where patients receive outpatient medical care, which 72 inches causes the patient to be incapable of self-preservation Group I-2 in areas where required for bed movement

503.8

96 inches

Exits and Fire Check Doors (a)

Exit doors shall be kept clear of obstruction at all times.

(b)

Exit doors will open in the direction of egress travel when the doors serve a space with an occupant load greater than 50.

(c)

Doors will be a minimum of 32 inches in width, and a maximum of 48 inches, and will be side hinged. Sliding doors and revolving doors will comply with IBC: 2009 Section 1008.1.4 for “Special Doors.”

(d)

Doors opening into a corridor will not obstruct more than 50% of the required egress width when the door is open 90-degrees, and will not project more than 7” into the required egress width when the door is open 180degrees.

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503.9

(e)

Doors serving occupancy Group H, and doors serving rooms or spaces with an occupant load of 50 or more in a Group A or E occupancy shall not be provided with a latch or lock unless it is panic hardware or fire exit hardware. This hardware shall also be provided at electrical rooms with equipment rated 1,200 amperes or more and over 6ft wide that contain over-current devices, switching devices, or control devices.

(f)

Fire doors leading to enclosed internal staircases shall not obstruct the required egress width when opened 90degrees. Doors will remain unlocked from the egress side. Doors that are locked from the stair side will be capable of automatically unlocking upon fire alarm activation and by manual means. Where stairs are locked from the interior side of the stair, telephones will be provided at every 5th floor located within the stair and at the stair landing.

(g)

Doors in enclosed exit stairs, fire barriers, and fire walls will be self or automatic closing.

(h)

Glazed observation panels in fire check doors shall be 1/4inches wired glass, or toughened safety glass of equal and approved performance (see 405.4 of this Code).

Internal Staircases and Ramps used as Means of Escape Internal staircases and ramps used as means of escape shall be designed and constructed in accordance with the following requirements: (a)

Internal egress stairs and ramps will be enclosed in shafts, with no less than 1-hour fire-resistance-rating where connecting less than 4 storeys, or 2-hour fireresistance-rating where connecting 4 storeys or more. Furthermore, in no case will the rating of the protected stair or ramp be less than the rating of the floor assembly penetrated.

(b)

They shall be designed in accordance with the requirements of Section 4 of this Code and constructed 1-137

of materials appropriate to the construction type classification of the building.

503.10

(c)

Flights shall preferably run straight from landing to landing without winders or tight spiral sections.

(d)

The number of risers in one flight from landing to landing shall not exceed 16.

Fixed Seating in Places of Public Assembly In places of public assembly with fixed seating arrangements the seating shall be separated into blocks by aisles in accordance with the following requirements: (a)

The maximum number of seats in a row between two aisles shall be 14 and in a row served by only one aisle shall be 7. Where smoke control is provided in accordance with IBC: 2009 Section 909 as required for Smoke Protected Assembly Seating (IBC Section 1028), additional seats per aisle will be permitted in accordance with IBC: 2009 Table 1028.6.2.

(b)

Aisles which serve seating aisle access ways will comply with the following: 

Seating on each side = 48 inches



Seating on each side, where the aisle serves no more than 50 seats = 36 inches



Seating on one side = 36 inches



Where aisle serves no more than 5 rows of seating on one side, the minimum width between seating and the handrail is 23 inches



Where an aisle is sub-divided by a handrail, no less than 23 inches between the seating and the handrail.

Minimum aisle widths for ramped or level aisles will comply with the following: 

Seating on each side = 42 inches

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

Seating on each side, but serves less than 50 seats = 36 inches



Seating on each side, but serves less than 15 seats = 30 inches



Seating on only one side = 36 inches



Seating on only one side, but serves less than 15 seats =30 inches

Where aisles converge, the resulting aisle width will be at least as wide as the sum of the two aisles converging. Aisles will terminate at cross aisles, foyers, doorways, dormitories or concourses having access to an exit. Dead-end aisles are permitted, provided they do not exceed 21 rows, unless access to another aisle is provided through a row with a minimum width of 12 inches + 0.3 inches per seat exceeding 7 seats. No more than 40 seats can be crossed in a row of seating. (c)

Aisle Access ways Aisle access ways provide the path from each seat to the aisles in the means of egress. Aisle access ways will comply with this section.

(d)



Aisle access ways served by dual aisles are limited to 100 seats per row. Each access way will be at least 12 inches, plus 0.3 inches per additional seat beyond 14. Where the occupant load of the outdoor seating exceeds 4,000, please refer to IBC: 2009Table 1028.10.2.1. The aisle access width need not exceed 559mm.



Aisle access ways served by a single aisle will be 305mm, plus 0.6 inches per additional seat beyond 7. The minimum clear width need not exceed 22 inches. The number of seats in this condition is not limited, but the common path of travel of 50 feet is still enforced.

Aisle walking surfaces Where aisles have a slope not exceeding 12.5% in slope, the aisle shall be a ramp having a slip resistant 1-139

surface. Aisles exceeding 12.5% in slope shall consist of a series of risers and treads that extends across the full width of the aisles and complies with the following:

(e)



Tread depths shall be at least 11 inches and be uniform from tread to tread. The acceptable tolerance between tread depths is 0.2 inches.



Risers will be between 4 inches and 8 inches and uniform within each flight. Where this cannot be satisfied, they must comply with the allowable exceptions of IBC: 2009 1028.11.2.



Contrasting marking stripes at the leading edge or tread nosing will be provided in accordance with IBC: 2009 1028.11.3.

Handrails Handrails will comply with IBC: 2009 1028.13. Handrails serving aisles with a slope exceeding 6.7% or aisle stairs will comply with IBC: 2009 Section 1012 where located at one or both sides of an aisle or within the aisle. Where seating is provided on both sides of sloped aisles, and the aisle slope does not exceed 12.5%, handrails are not required. Handrails are also not required where guards are provided, and meet the grasp ability requirements of handrails.

(f)

503.11

Handrail extensions are not required at the top and bottom of aisle stair and aisle ramp runs to permit crossovers within the aisles.

Means of Egress Illumination Refer to the IBC: 2009 Section 1006for requirements.

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503.12

Exit Signs Refer to the IBC: 2009 Section 1011for requirements.

504

STAIRCASES AND RAMPS

504.1

Definitions

504.2

(a)

Common stairway shall mean a stairway of steps which is intended for common use. Private stairways will comply with the same requirements, except where allowed to deviate based on IBC: 2009Sections 1009

(b)

The usable width of the stair is the full stair width, without reduction due to handrails.

(c)

Tapered step shall mean a step, the nosing of which is not parallel to the nosing of the step or landing next above it. Tapered steps are called Winders, curved stairs, or spiral stairs per IBC: 2009.

Basis of Requirements Staircases and ramps shall be designed and constructed in accordance with the requirements of 503 and when used as a means of escape they shall also conform to the pertinent requirements of 502 of this Code.

504.4

Stairways Any common stairway shall be so constructed that: (a)

It complies with Table 5-5 for the relevant category of use. Treads and risers will be uniform between landings, with a maximum tolerance of 3/8â&#x20AC;? inches between steps.

(b)

The pitch of the stairway is not more than 38 degrees.

(c)

The stairway has not more than 16 risers in any flight.

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(d)

Tapered steps, known as Winders, Curved Stairs, or Spiral Stairs, will comply with IBC: 2009 Sections 1009.4.3, 1009.8, and 1009.9.

(e)

Where necessary, refer to IBC: 2009 Section 1009 for additional requirements for stair construction.

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Table 5-5 Tread and Riser Sizes/Dimensions Occupancy Group

Maximum for Risers (in.)

Minimum Treads* (in.)

Group A, Buildings

Public

Group I: Buildings

Institutional

Group R: Buildings

Residential

7¾

All others

504.5

504.6

for

Open Riser Stairways (a)

Stairways which have no solid risers below the treads and landings are permitted where an exit stair is not required to be accessible (per IBC: 2009 1007.3) and the opening does not permit the passage of a 4” sphere.

(b)

Open risers are also permitted in non-public areas of Group I-3, F, H, or S occupancies. There are no restrictions on the size of the opening in the riser.

(c)

Solid risers are not required for spiral stairs or alternating tread devices constructed in accordance with IBC: 2009 Section 1009.9 and 1009.10, respectively.

(d)

The nosing of each tread and landing shall overlap on plan, the back edge of the tread of the step below it by not less than 5/8".

Tapered Steps (a)

Tapered steps will not be used in a means of egress unless they comply with IBC: 2009 Section 1009.8 for “Curved stairways” and IBC: 2009 Section 1009.9 for “Spiral stairways.” 1-143

504.7

504.8

Guarding of Stairways and Landings (a)

Any private or common stairway shall be guarded on each side by a wall, a securely fixed screen, balustrade or railing extending to a height of not less than 3 foot 6 inches, as measured above the stair nosing.

(b)

The side of any landing or similar space forming part of a stairway or directly overlooking a stairwell shall be guarded by a wall, securely fixed screen, balustrade or railing extending to a height above the floor of such landing or space of 3 foot 6 inches. Refer to IBC Section 1013.2 for exceptions related Group R-2, R-3, and assembly spaces.

(c)

Stairways shall have handrails on each side, except as permitted by IBC Section 1009.12.

(d)

Easy to grasp handrails with 1.5 inches clearance from a wall shall extend 12 inches at top and bottom of stairs with ends turned down to floor or into walls, but not to create a safety hazard.

(e)

All hand-railing should have intermediate vertical rails which would prohibit the passage of a 4" diameter sphere, except where modified by IBC: 2009 Section 1013.3. The design of the handrail in residential and public buildings should be such that children will not be able to climb the rail.

(f)

Handrails shall be constructed to withstand an applied load in accordance with IBC: 2009 Section 1607.7.

(g)

Stairways shall have intermediate handrails where necessary so that all portions of the stair are within 2 feet 6 inches of a handrail.

Guarding of Balconies and External Areas (a)

Any balcony, platform, roof or other external or internal area which is 2 feet 6 inches or more above ground and to which a person habitually has access other than for maintenance and repair shall have a balustrade, 1-144

parapet or railing not less than 3 feet 6 inches high and of such extent, construction and material as to afford safety to persons using the balcony, platform, roof or external area. Exceptions per IBC: 2009 Section 1013.1 include stages, performance platforms and similar uses, and on loading docks. (b)

504.9

Balustrades, parapets and railings on balconies and platforms for single family dwellings only shall not be less than 2 feet 10 inches high.

Ramps (see also 511.6 of this Code) No ramp shall be steeper than 1:12 nor less than 36 inches wide between handrails, nor more than 5 feet wide without a centre handrail and the whole of the walking surface shall be finished with a non-slip material. Minimum headroom for a ramp shall be 80 inches.

504.10

Landings Landings shall be at least as deep as the widest staircase, flight or ramp served. For straight staircases landings shall be a minimum of 4 feet deep, and where stairs change direction at the landing, both dimensions will be at least 4ft. Landing depth shall be clear of any door swing or other obstruction to free passage. A door may obstruct up to 50% of the required egress width during the swing open, and will not reduce the required with more than 7 inches while the door is in the fully open position.

505

FIRE SUPPRESSION SYSTEMS

505.1

Basis of Provision Automatic sprinkler systems will be provided throughout buildings where required in accordance with IBC: 2009 Section 903.2 based on the occupancy type of the building. In all instances, buildings four storeys or more will be provided with an automatic sprinkler system.

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502.2

Special Provisions Special precautions, and fire protection systems, e.g. halogenated installations, shall be provided in any building, or part of a building if so required by the Chief Fire Officer. Where alternative suppression systems are installed, they will be in accordance with IBC Section 904 and referenced NFPA standards. Examples of alternative suppression and the relevant NFPA standards are provided in IBC: 2009 Section 904.5 through 904.11.

505.3

General Requirements for Sprinkler Systems All automatic sprinklers or other type of systems shall be of proprietary manufacture. The installation shall be carried out by an experienced specialist contractor and both design and installation shall be in accordance with recognised standards of good practice at least equal to the standard recommended in the latest edition of the relevant NFPA Standards as may be appropriate for the class of building and availability of water supply.

505.4

Approval of Installation The installation of any required sprinkler system shall be approved in writing on completion by the Chief Fire Officer. No Certificate of Occupancy shall be issued by the Director until such approval has been provided.

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506

STANDPIPE SYSTEMS Standpipes will be provided in accordance with IBC Section 905. They are generally required when a building has a floor more than 30ft above the fire department access. They are also required where assembly buildings >1,000 are not sprinklered, or when a stage exceeds 1,000 square feet. Standpipes are also required on each side of an exit door located within a horizontal exit wall. Standpipes will be designed, installed, and maintained in accordance with NFPA 14.

507

FIRE EXTINGUISHERS Fire extinguishers will be installed in new and existing Groups A, B, E, F, H, I, M, R-1, R-2, R-4, and S occupancies, in accordance with IBC: 2009 Section 906.1. The extinguisher size and distribution will be in compliance with IBC: 2009 906.3. Fire extinguishers will be selected, installed, and maintained in accordance with NFPA 10.

508

FIRE DETECTION AND ALARM Fire alarm and detections will be provided where required in accordance with IBC: 2009 Chapter 907. The fire alarm systems will include detection devices, notification and alarm devices, and visual appliances. Fire alarm and detection systems will be designed, installed, and maintained in accordance with NFPA 72.

509

EMERGENCY ALARMS Emergency alarms for the detection and notification in Group H occupancies will be provided in compliance with IBC: 2009 Section 908 and 415.8.4.6.

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510

SMOKE CONTROL SYSTEMS

Smoke control systems are required for atria exceeding three storeys. The smoke control system will be provided as required by IBC: 2009 404 and in compliance with IBC: 2009 909. 511

BARRIER FREE DESIGN (See Appendix D for sources of information on the design of building components for handicapped persons.)

511.1

511.2

Scope (a)

The provisions required for safe access for handicapped persons to building facilities must be included in the design of all buildings to which the public will have access.

(b)

Buildings and facilities shall be designed and constructed to be accessible in accordance with IBC: 2009 Section 1101 and the ICC A117.1.

(c)

In accordance with 501.2(e) of this Code, the Director will examine the plans for new public facilities to ensure that adequate provisions have been made for physically handicapped persons.

Minimum Provisions Sites, buildings, structures, facilities, elements and spaces, temporary or permanent, shall be accessible to persons with physical disabilities. Exceptions to this requirement shall be in accordance with the IBC: 2009, Section 1103.2.

511.3

Accessible Route Refer to 3.18 of the Development Manual

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511.4

Accessible Entrances (a)

At least 60 percent of all public entrances shall be accessible in accordance with the IBC: 2009, Section 1105.

(b)

In every public building, at least one primary entrance at ground floor level shall be accessible from the street entrance or parking lot by means of a walkway or ramp with a gradient of not more than one in twenty. There shall be no steps or abrupt changes in grade of the access way.

(c)

At every entrance there should be a level platform at least 3 feet by 4 feet to afford the opening and closing of doors by persons in wheel chairs. Such platforms should also be constructed at every change of grade or direction of the ramp and at 30 foot intervals on a long ramp.

(d)

A clear space of 4 feet x 4 feet would allow access for both forward and side approaches to doors. A clear space of 5 feet x 5 feet is required for a wheelchair to pivot 180 degrees.

(e)

Kerbs intended to be crossed by handicapped persons in wheel chairs should be cut to provide a passage of not more than 4 inches high at the kerb and at least 4 feet wide. The lip of the kerb should not be greater than 1 inch high. Such ramps should be of contrasting colour and texture.

(f)

Gratings across entrances and walkways must be avoided. Where gratings are absolutely necessary for drainage the apertures of the gratings should not be greater than Âž inch and the bars at least Â˝ inch wide set at right angles to the direction of travel. Gratings and manholes covers should fit securely and be flush with the walk way or street. Catch basins should pedestrian crossings.

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constructed

outside

511.5

Walkways and Sidewalks Refer to 3.2 of the Development Manual

511.6

511.7

Ramps (a)

Access ramps should be provided with handrails on both sides at a height of 2 feet 8 inches measured from the ramp surface to the top of the rail.

(b)

The minimum width between handrails should be 2 feet 10 inches.

(c)

The maximum gradient should be 1 in 12.

(d)

There should be a level area of at least 5 0 feet by 5.0 feet at the top of and bottom of the ramp.

(e)

Where a door is located on a ramp, the level area should extend at least 2 feet beyond the latch side of the door opening.

(f)

Where the door opens away from the ramp the area extending beyond the latch side of the door opening can be reduced to 1.0 foot.

(g)

The ramp should be provided with a kerb at least 2 inches high on any side of the ramp where there is no solid enclosure or guard.

Doors and Corridors (a)

Doors should be openable in a single motion with one hand and with a force of no greater than 5 pounds, and should have a clear swing of at least 90 degrees. For sliding doors the force required to operate the door should not be greater than 8.5 pounds.

(b)

Doorways should be a minimum of 32 inches clear.

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(c)

Door latches, handles and pull bars should be easy to grasp and between 2 feet and 4 feet high. Knob sets should not be used.

(d)

Corridors should be at least 4 feet wide and should be equipped with an easy to grasp hand rail along one side. The handrail should be at a height of 2 feet 8 inches to 2 feet 11 inches and be 1.5 inches clear of the wall.

(e)

Except in confined spaces and except for doors to toilets and washrooms, all doors in corridors should open into rooms.

(f)

The minimum clear floor space or ground area for wheel chairs is 3 feet 6 inches x 4 feet. An area 4 feet x 4 feet allows access to doors for both forward and side approaches.

(g)

The space required for manoeuvring wheel chairs at doorways is given in the Table 5-6.

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Table 5-6 Applicable Dimensions for Wheel Chair Space at Doorways Description

Floor Depth (ft.-in.)

Space Width (ft.-in.)

Required Space Beside Latch (ft.-in.)

5-0 4-0

4-0 4-0

2-0 1-0

4-0 3-6

5-0 5-0

2-0 2-0

5-0 3-6

5-0 4-6

2-0 1-5

4-0 3-6

3-0 4-6

1-9 1-10

Front Approach Side Hinged Pull Push Latch Side Approach Pull Side Push Side Hinged Side Approach Pull Side Push Side Sliding Door Front Approach Side Approach

511.8

Elevators and Lifts (a)

Passenger elevators on an accessible route shall be accessible and comply with IBC: 2009Section 3001.3.

(b)

Platform (wheelchair) lifts are permitted to be a part of a required accessible route in new construction where indicated in Items 1 through 10. Platform (wheelchair) lifts shall be installed in accordance with ASME A18.1.

(c)

Where elevators are required to access upper floors at least one elevators should be constructed to meet the requirements given below:

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511.9

(i)

Elevators should be accessible from the ground floor entrance.

(ii)

The elevator cab shall have a clear area of not less than 20 square feet, with a minimum dimension of 4.5 feet.

(iii)

The elevator door should be at least 32 inches in clear width.

(iv)

Elevators should be self-leveling maximum tolerance of 1 inch.

(v)

Control buttons should be located not more than 4.5 feet above the floor.

(vi)

Handrails should be provided at a height of between 2 feet 8 inches and 2 feet11 inches.

with

Special Occupancies (a)

General In addition to the other requirements of this chapter, the requirements of the IBC 2009, Sections 1108.2 through 1108.4 shall apply to specific occupancies: assembly area seating, self-service storage facilities and judicial facilities.

(b)

Assembly area seating Assembly areas with fixed seating shall comply with IBC: 2009, Sections 1108.2.1 through 1108.2.8. Dining areas shall comply with IBC: 2009, Section 1108.2.9. In addition, lawn seating shall comply with IBC: 2009 Section 1108.2.6. (i)

Wheelchair spaces In theaters, bleachers, grandstands, stadiums, arenas and other fixed seating assembly areas, accessible wheelchair spaces complying with 1-153

ICC A117.1 shall be provided in accordance with IBC: 2009, Sections 1108.2.2.1 through 1108.2.2.4. Wheel chair spaces shall be provided in accordance with Table 5-8 (ii)

Companion seats At least one companion seat complying with ICC A117.1 shall be provided for each wheelchair space required by Sections 1108.2.2.1 through 1108.2.2.3.

(iii)

Dispersion of wheelchair spaces in multilevel assembly seating areas. In multilevel assembly seating areas, wheelchair spaces shall be provided on the main floor level and on one of each two additional floor or mezzanine levels. Wheelchair spaces shall be provided in each luxury box, club box and suite within assembly facilities.

(iv)

Designated aisle seats At least 5 percent, but not less than one, of the total number of aisle seats provided shall be designated aisle seats and shall be the aisle seats located closest to accessible routes.

(v)

Assistive listening systems Each assembly area where audible communications are integral to the use of the space shall have an assistive listening system. Receivers shall be provided for assistive listening systems in accordance with Table 5-7

(vi)

Public Address Systems Where a public address communication system is installed, they shall also provide equivalent text information regarding events and facilities in

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compliance with IBC 2009 Sections 1108.2.7.2.1 and 1108.2.7.2.2. Table 5-7 Receivers for Assistive Listening Systems Capacity of Seating in Assembly Areas

Minimum Required Number of Receivers

Minimum Number of Receivers to be Hearing-Aid Compatible

50 or less

51 to 200

2, plus 1 per 25 seats over 50 seats*

201 to 500

2, plus 1 per 25 seats over 50 seats

1 per 4 receivers*

501 to 1,000

20, plus 1 per 33 seats over 500 seats*

1 per 4 receivers*

Very good

Good

PVC with granules Mastic asphalt

non-slip

*The soft weave of the carpet may make travel in a straight line difficult

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Table 5-8 Accessible Wheel Chair Spaces Capacity of Assembly Areas

Seating

Minimum Required Number of Wheel Chair Spaces

4 to 25

25 to 50

51 to 100

101 to 300

301 to 500

501 to 5,000

6 plus 1 for each additional increment of 500 seats to a maximum of 12.

5,001 and over

36 plus 1 for each 200, or fraction thereof, over 5,000

511.10

Ground and Floor Surfaces (a)

The surfaces of the ground and floor on which disabled persons must walk should be firm, slip resistant and free of glare. Any change in level should be treated as per Table5-9.

(b)

The floor surface of detectable warning surfaces should be about 3 feet" long and be of contrasting colour.

(c)

Floor surfaces should be slip resistant as far as possible. The slip resistance of common surfaces is given in Table 5-10.

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Table 5-9 Changes in Level

Vertical Rise (in.)

Edge Treatment

0-1/4

May be vertical

1/4-1/2

Should be bevelled. Max slope 1.2

Over 1/2

Treat as ramp

Table 5-10 Slip Resistance of Floor Finishes Surface

Dry and Unpolished

Wet

Clay tiles

Very good

Carpet*

Very good

Good

Clay tiles (textured)

Very good

Good (external)

Cork tiles

Very good

PVC with non-slip granules

Very good

Good

Mastic asphalt

Good

Concrete**

Good

Poor to fair

Terrazzo

Good

Poor to fair

*The soft weave of the carpet may make travel in a straight line difficult **Textured finish to concrete improves its resistance when wet

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511.11

Protruding Objects Objects protruding from walls with their leading edges between 2 feet 6 inches and 6 feet 6 inches shall protrude not more than 4 inches into pedestrian areas such as sidewalks, halls, corridors, etc.

511.12

511.13

Walls (a)

Wall surfaces should not be rough or uneven and should have contrasting colours.

(b)

Mirrored walls should not be used as they may be confusing to the visually impaired.

(c)

Glass panels may be confused as egress routes.

Detectable Objects The following guide should be considered in the placing of objects on walls or in rooms to be traversed or used by the physically handicapped.

511.14

(a)

Objects with their leading edges 2 feet 4 inches from the floor may protrude any amount.

(b)

Objects between 2 feet 4 inches and 6 feet 8inches from the floor shall not overhang more than 12 inches.

(c)

The maximum height of the bottom edge of an object with a space of more than 12 inches between supports shall be 2 feet 3inches from the floor.

(d)

Freestanding objects shall not overhang more than 1 foot between 2 feet 3inches and 6 feet 5inches".

Headroom The minimum headroom - clear height from the floor to ceiling (or any supporting beam or member) - is 7 feet.

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511.15

Bathroom and Toilet Facilities (a)

See IBC: 2009 Section 1109.2 for Toilet and Bathing Facilities

(b)

Toilet fixtures should be so placed as to facilitate the turning of a wheelchair.

(c)

Handrails of not less than 1 inch and not more than 10.5 inch O.D. shall be provided on both sides of the water closet, and mounted 34 inches above and parallel to the floor. The handrail should be placed with the front end about 2 feet in front of the water closet.

(d)

Toilet seats should be 18 inches to 24 inches off the floor. They should be equipped with: (i)

hand operated flushing controls that can be reached by persons in a wheel chair, and

(ii)

a back support.

(e)

Wash basins should be placed a maximum of 2feet 10inches high with a clear space of at least 2feet 3inches high by 3 feet under the basin. The wash basin should be equipped with faucet handles of the lever type without spring loading. The soap and towel dispensers should be located not more than 4 feet above the floor and be accessible to persons on a wheel chair.

(f)

The bottom edge of a mirror should not be more than 3' 0" above the floor.

(g)

Where showers are provided in public assembly buildings at least one shower for each sex should be constructed for use by handicapped persons. Such showers should not be less than 5 feet by 3 feet with a threshold no higher than 0.5 inch and a curtain hung 3' 0" from the back wall.

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511.16

(h)

Doors to toilet facilities should always open outwards and be equipped with self-closing hinges or door closers.

(i)

Vertical and horizontal grip rails should be installed and readily accessible from the toilet and shower.

Parking and Passenger Loading Facilities Refer to Development Manual section 3.1.8

511.17

511.18

Dwelling Units and Sleeping Units (a)

Occupancies having dwelling units or sleeping units shall be provided with accessible features in accordance with IBC: 2009 Section 1107.

(b)

In new housing developments consideration should be given to constructing at least one dwelling unit in every 25 units (or a fraction thereof) to be accessible to disabled persons.

(c)

Hotels and other establishments offering accommodation to the public should have at least one bedroom for every 25 bedrooms, or a fraction thereof, made accessible for disabled persons.

Illumination All spaces to be used by visually impaired persons should be provided with at least the lighting level of 100 lux.

511.19

Signage (a)

Signs Required accessible elements shall be identified by the International Symbol of Accessibility at the following locations: (i)

Accessible parking spaces required by IBC: 2009 Section 1106.1 except where the total 1-160

number of parking spaces provided is four or less.

(b)

(ii)

Accessible passenger loading zones.

(iii)

Accessible rooms where multiple single-user toilet or bathing rooms are clustered at a single location.

(iv)

Accessible entrances where not all entrances are accessible.

(v)

Accessible check-out aisles where not all aisles are accessible. The sign, where provided, shall be above the check-out aisle in the same location as the check-out aisle number or type of check-out identification.

(vi)

Unisex toilet and bathing rooms.

(vii)

Accessible dressing, fitting and locker rooms where not all such rooms are accessible.

(viii)

Accessible areas of refuge in accordance with IBC: 2009 Section 1007.9.

(ix)

Exterior areas for assisted rescue in accordance with IBC: 2009 Section 1007.9.

Directional signage Directional signage indicating the route to the nearest like accessible element shall be provided at the following locations. These directional signs shall include the International Symbol of Accessibility: (i)

Inaccessible building entrances.

(ii)

Inaccessible public toilets and bathing facilities.

(iii)

Elevators not serving an accessible route.

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(c)

(iv)

At each separate-sex toilet and bathing room indicating the location of the nearest family or assisted-use toilet or bathing room where provided in accordance with Section 1109.2.1.

(v)

At exits and exit stairways serving a required accessible space, but not providing an approved accessible means of egress, signage shall be provided in accordance with Section 1007.10.

Other signs Signage indicating special accessibility provisions shall be provided as shown: (i)

Each assembly area required to comply with IBC: 2009 Section 1108.2.7 shall provide a sign notifying patrons of the availability of assistive listening systems. Exception: Where ticket offices or windows are provided, signs are not required at each assembly area provided that signs are displayed at each ticket office or window informing patrons of the availability of assistive listening systems.

(ii)

At each door to an area of refuge, an exterior area for assisted rescue, an egress stairway, exit passageway and exit discharge, signage shall be provided in accordance with IBC: 2009 Section 1011.3.

(iii)

At areas of refuge, signage shall be provided in accordance with IBC: 2009 Section 1007.11.

(iv)

At exterior areas for assisted rescue, signage shall be provided in accordance with IBC: 2009 Section 1007.11.

(v)

At two-way communication systems, signage shall be provided in accordance with IBC: 2009 Section 1007.8.2.

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(vi)

(d)

Within exit enclosures, signage shall be provided in accordance with IBC: 2009 Section 1022.8.

For adequate recognition of signs by the visually impaired the signs should be constructed and placed in accordance with the following Table 5-11. Table 5-11 Placing of Signs

Minimum Character Height (in.)

Maximum Viewing Distance (ft.-in.)

20-0

15-0

8-0

7-10

5-0

2-6

511.20

Provisions for Access to Service in Supermarkets, Banks and Other Public Places (a)

Aisles. The minimum width of aisles for persons to allow safe manoeuvring by persons in wheel chairs should be 3 feet 4 inches for travel in a straight line and 5feet to provide for a 180 degree turn. In supermarkets and other public places such as assembly halls, banks and theatres it is recommended that provision be made for 2 persons in wheel chairs to pass and for persons in wheel chairs to make a 180 degree turn. The recommended minimum width for aisles is therefore 5feet

(b)

Counters. 1-163

It is recommended that special seating arrangements be made at banks, work places and lunch counters for persons in wheel chairs. Adequate room must be provided for safe manoeuvring to approach the counter. Seating spaces at counters should have a clear floor space of not less than 2feet 6inchesby 4feet. Where a forward approach is possible there should be a clear knee space of at least 2 feet 6 inches wide by 1' 8 inches deep by 2feet 4inches high. At lunch counters and at places where it is necessary to stand or sit to be served, there should be at least one such special seat available for every 30 places. There should be at least one special counter available in banks for persons in wheel chairs. 511.21

Public Telephones (a)

Wherever public telephones are installed provision shall be made for at least one telephone to be accessible by persons in wheel chairs.

(b)

The maximum height of the telephone controls should be 4* 6" and a clear floor space of not less than 3' 0" by 4' 0" shall be provided in front of the telephone. If a clear height of 2' 6" is available for knee space, then the allowable floor space can extend into the knee area a maximum of 4' 0".

(c)

The minimum cord length should be 3' 4".

(d)

The telephone assembly including the enclosures shall not reduce the minimum width required for safe passage in corridors, aisles or walkways.

1-164

SECTION 6 PRECAUTIONS DURING BUILDING CONSTRUCTION Contents 601

GENERAL

602

DEMOLITION

603

EXCAVATION AND FILL

604

SIDEWALKS, SHEDS AND FENCES

604.1 604.2 604.3 604.4

Sheds Protection of Pedestrians Protection of Adjoining Property Exceptions

605

STORAGE OF MATERIAL

606

HOISTING MACHINERY

607

DERRICKS AND CRANES

607.1 607.2 607.3 607.4

General Visibility Compliance Exceptions

608

CABLES, ROPES, CHAINS AND BLOCKS

609

PLATFORM HOISTS

610

HOIST TOWERS

611

TEMPORARY FLOORING

612

FLOOR OPENINGS

613

RUNWAYS AND RAMPS 1-165

614

TEMPORARY STAIRWAYS

615

LADDERS

616

SCAFFOLDS

617

SAFEGUARDS

617.1 617.2

Railings Toeboards

618

TEMPORARY LIGHT AND POWER

620

SANITATION

621

WELDING AND CUTTING

622

OPEN FIRES

623

FIRE PROTECTION

624

STANDPIPES

625

AUTOMATIC SPRINKLER SYSTEM

626

SPECIAL HURRICANE PRECAUTIONS

1-166

SECTION 6 PRECAUTIONS DURING BUILDING CONSTRUCTION 601

GENERAL (a)

The provisions of this Section shall govern safety during construction, alteration, repair, removal and demolition of buildings and structures construction and the protection of adjacent public and private properties.

(b)

The contractor prior to commencement of construction shall submit a construction plan and health and safety plan for consideration and determination by the Director.

(c)

It is the duty of all builders to make every effort to provide a safe working environment for workers on building sites.

(d)

Personal Protection Equipment (PPE) should be worn on all construction sites.

(e)

The construction, erection, alteration and removal of scaffolds and the application, installation and setting up of safeguards and equipment devices shall be done by skilled workmen under the supervision of a person qualified by experience and training for such work.

(f)

A safeguard, device or piece of equipment which is unsafe shall be reported to the superintendent or foreman, who shall take immediate steps to remedy such condition or remove such safeguard, device or equipment.

(g)

Scaffolds, ladders stairs, fuel gas tanks and other devices or equipment regulated by this section shall be maintained in a good, safe and usable condition as long as they are in use.

(h)

No ladders, scaffold, railing or other devices or equipment required or regulated by this section, or any part thereof, shall be removed, altered or weakened when required by the work, unless so ordered by the superintendent or foreman in charge.

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(i)

Scaffolds, temporary floors, ramps, stairway landings, stair treads, and all other walkway surfaces shall be kept free from protruding nails and splinters. They shall be kept free from necessary obstructions so that the workers may move about safely.

(j)

Protruding nails and tie wire ends shall be removed, hammered in or bent in a safe condition.

(k)

Electric lines, moving ropes and cable gears, or similar hazards with which a worker might come in contact, shall be encased or guarded.

(l)

Prior to making an excavation, drilling or otherwise disturbing the ground, the person doing the work, or causing such work to be done, shall contact all public utility organizations to determine the possible location of underground facilities, to avoid the hazard to public safety, health and welfare caused by inadvertent disruption of such facilities.

(m) No person, firm or corporation, either personally or through an employee or agent of another, shall operate or move any machine, equipment, material, scaffolds or assembly closer than six feet to any energized high voltage overhead electrical facilities except with the approval of the Electrical Commissioner. (n)

Required exits, existing structural elements, fire protection devices and sanitary safeguards shall be maintained at all times during remodelling, alterations, repairs or additions to any building or structure. Exceptions: i. When such required elements or devices are being remodelled, altered or repaired, adequate substitute provisions shall be made. ii. When the existing building is not occupied.

(o)

Waste materials shall be removed in a manner which prevents injury or damage to persons, adjoining properties and public rights-of-way.

(p)

The temporary use of streets or public property for the storage or handling or materials or of equipment required for 1-168

construction or demolition, and the protection provided to the public shall comply with the provisions of the applicable governing authority and this Section,

1-169

602

DEMOLITION

(a)

Construction documents and a schedule for demolition must be submitted when required by the Director. Where such information is required, no work shall be done until such construction documents or schedule, or both, are approved.

(b)

The work of demolishing any building shall not be commenced until pedestrian protection is in place as required by this Section.

(c)

Within a building site all areas of danger in demolition operations shall be properly enclosed and danger signs posted. Sufficient watchmen shall be provided to warn workers of impending dangers, and all unauthorized persons shall be excluded from places where demolition is in progress.

(d)

A party wall balcony or horizontal exit shall not be destroyed unless and until a substitute means of egress has been provided and approved.

(e)

Where a structure has been demolished or removed, the vacant lot shall be filled and maintained to the existing grade or in accordance with the ordinances of the jurisdiction having authority. Provision shall be made to prevent the accumulation of water or damage to any foundations the premises or the adjoining property.

(f)

Before commencing the work of demolition of a building or structure, all utility connections including gas, electric, water and other meters shall be disconnected, removed and the supply capped in accordance with approved rules and requirements of the applicable governing authority; except such as are especially provided or required for use in connection with the work of demolition.

(g)

Glazed sashes and glazed doors shall be removed before the start of demolition operations.

(h)

No wall, chimney or other construction shall be allowed to fall in mass, except under competent supervision. Scaffolds or stagings shall be erected for workers if walls or other elements of the structure are too thin or too weak to work on. Heavy structural members, such as beams or columns, shall be carefully lowered and not allowed to fall freely. Chutes for 1-170

the removal of materials and debris shall be provided in all parts of demolition operations which are more than 20 feet above the point from which material is to be removed. (i)

Chutes shall be completely enclosed and shall be equipped, at intervals of 25 feet or less, with substantial stops to prevent descending material from attaining dangerous speeds.

(j)

The bottom of each chute shall be equipped with an adjustable gate or stop, for regulating the flow of materials. A danger sign shall be placed at the discharge end of every chute; and except for the discharge of materials, the gate or stop shall be kept closed.

(k)

Proper tools shall be provided and kept available to loosen material or debris jammed in the chute. Chutes, floors, stairways and other places shall be effectively wet down, at frequent intervals, when the dust from such operations would cause a menace of hardship to adjoining buildings or premises.

(l)

Stairs and stair railings shall be kept in place and in usable condition as long as is practicable, and steps and landings shall be kept from debris.

(m) Floor openings, unless covered or otherwise protected, shall be provided with guard rails and toe boards 603

EXCAVATION AND FILL (a)

The sides of every excavation in connection with building operations, including trenches for pipes or for any purposes, shall be sheet-piled, braced or shored when necessary to prevent the soil from caving in on persons engaged in work within such excavation.

(b)

Excavation for buildings and structures shall be protected so as not to endanger life or property. Substantial railings or fences shall be provided to prevent other workers or public from falling into the excavation.

(c)

Every trench, five feet or more in depth, shall have suitable means of exit or escape at least every 25 feet of its length. 1-171

604

(d)

Stumps and roots shall be removed from the soil to a depth of at least 12 inches (305 mm) below the surface of the ground in the area to be occupied by the building. Wood forms which have been used in placing concrete, if within the ground or between foundation sills and the ground, shall be removed before a building is occupied or used for any purpose. Before completion, loose or casual wood shall be removed from direct contact with the ground under the building.

(e)

Slopes for permanent fill shall not be steeper than one unit vertical in two unitâ&#x20AC;&#x2122;s horizontal (50-percent slope). Cut slopes for permanent excavations shall not be steeper than one unit vertical in two unitâ&#x20AC;&#x2122;s horizontal (50-percent slope). Deviation from the foregoing limitations for cut slopes shall be permitted only upon the presentation of a soil investigation report acceptable to the Director.

(f)

No fill or other surcharge loads shall be placed adjacent to any building or structure unless such building or structure is capable of withstanding the additional loads caused by the fill or surcharge. Existing footings or foundations which can be affected by any excavation shall be underpinned adequately or otherwise protected against settlement and shall be protected against later movement.

(g)

For footings on adjacent slopes, see IBC: 2009 Chapter 18.

(h)

Fill to be used to support the foundations of any building or structure shall comply with IBC: 2009 Section 1804.5. Special inspections of compacted fill shall be in accordance with IBC: 2009 Section 1704.7.

SIDEWALK SHEDS AND FENCES Building materials, fences, sheds or any obstruction of any kind shall not be placed so as to obstruct free approach to any fire hydrant, fire department connection, utility pole, manhole, fire alarm box or catch basin, or so as to interfere with the passage of water in the gutter. Protection against damage shall be provided to such utility fixtures during. Protection against damage shall be provided to such utility 1-172

fixtures during the progress of the work, but sight of them shall not be obstructed. 604.1

604.2

Sheds (a)

Where buildings, which exceed 45 feet in height, are to be erected or demolished closer than ten feet, or buildings which exceed 25 feet in height are to be erected or demolished closer than five feet, to a street line, there shall be erected and maintained, during such work adjacent to the street line, a shed of sufficient strength and stability to sustain safely the weight of materials that may be placed thereon, and to withstand the shocks incident to the handling of such materials or their preparation for use, and accidental jars from trucks passing or delivering materials.

(b)

When the roof of such shed is used for the storage of materials or for the performance of work of any kind, substantial railings not less than three feet high and solid toe boards not less than six inches high shall be placed along the open sides and ends of such roof. Such sheds shall be constructed to afford unobstructed walkways, not less than eight feet high and five feet wide. The street side shall be kept open for a height of not less than seven feet above the curb, and the sheds shall be properly lighted at night with not less than one 100-watt bulb every 20 feet of its length and at each change of grade or elevation of the sidewalk surface.

(c)

Such shed shall remain in place until the building is enclosed, or if being demolished, until the building is reduced to 20 feet in height.

Protection of Pedestrians (a)

Pedestrians shall be protected during construction, remodelling and demolition activities as required by this Section and Table 6-1 of this Code. Signs shall be provided to direct pedestrian traffic.

(b)

A walkway shall be provided for pedestrian travel in front of every construction and demolition site unless the applicable governing authority authorizes the 1-173

sidewalk to be fenced or closed. Walkways shall be of sufficient width to accommodate the pedestrian traffic, but in no case shall they be less than 4 feet (1219 mm) in width. Walkways shall be provided with a durable walking surface. Walkways shall be accessible in accordance with IBC:2009 Chapter 11 and shall be designed to support all imposed loads and in no case shall the design live load be less than 150 pounds per square foot (psf). (c)

Pedestrian traffic shall be protected by a directional barricade where the walkway extends into the street. The directional barricade shall be of sufficient size and construction to direct vehicular traffic away from the pedestrian path.

(d)

Construction railings shall be at least 42 inches in height and shall be sufficient to direct pedestrians around construction areas.

(e)

Barriers shall be a minimum of 8 feet in eight and shall be placed on the side of the walkway nearest the construction.

(f)

Barriers shall extend the entire length of the construction site. Openings in such barriers shall be protected by doors which are normally kept closed. Barriers shall be designed to resist loads required in IBC:2009 Chapter 16 unless constructed as follows: i. Barriers shall be provided with 2-inch by 4-inch top and bottom plates. ii. The barrier material shall be a minimum of 3/4-inch boards or 1/4-inch wood structural use panels. iii. Wood structural use panels shall be bonded with an adhesive identical to that for exterior wood structural use panels. iv. Wood structural use panels 1/4 inch (6.4 mm) or 5/16 inch in thickness shall have studs spaced not more than 2 feet on centre (o.c.). v. Wood structural use panels 3/8 inch or 1/2 inch in thickness shall have studs spaced not more than 4 feet (1219 mm) on centre provided a 2-inch by 41-174

inch stiffener is placed horizontally at mid-height where the stud spacing exceeds 2 feet o.c. vi. Wood structural use panels 5/8 inch or thicker shall not span over 8 feet. (g)

Covered walkways shall have a minimum clear height of 8 feet as measured from the floor surface to the canopy overhead. Adequate lighting shall be provided at all times. Covered walkways shall be designed to support all imposed loads. In no case shall the design live load be less than 150 psf for the entire structure. Except for Roofs and supporting structures of covered walkways for new, light-frame construction not exceeding two stories above grade plane are permitted to be designed for a live load of 75 psf or the loads imposed on them, whichever is greater. In lieu of such designs, the roof and supporting structure of a covered walkway are permitted to be constructed as follows: i. Footings shall be continuous 2-inch by 6-inch members. ii. Posts not less than 4 inches by 6 inches shall be provided on both sides of the roof and spaced not more than 12 feet on centre. iii. Stringers not less than 4 inches by 12 inches shall be placed on edge upon the posts. iv. Joists resting on the stringers shall be at least 2 inches by 8 inches and shall be spaced not more than 2 feet on centre. v. The deck shall be planks at least 2 inches thick or wood structural panels with an exterior exposure durability classification at least 23/32 inch thick nailed to the joists. vi. Each post shall be knee braced to joists and stringers by 2-inch by 4-inch minimum members 4 feet long. vii. A 2-inch by 4-inch minimum curb shall be set on edge along the outside edge of the deck. 1-175

(h)

Pedestrian protection required by this Section shall be maintained in place and kept in good order for the entire length of time pedestrians may be endangered. The owner or the ownerâ&#x20AC;&#x2122;s agent, upon the completion of the construction activity, shall immediately remove walkways, debris and other obstructions and leave such public property in as good a condition as it was before such work commenced.

(i)

Every excavation on a site located 5 feet or less from the street lot line shall be enclosed with a barrier not less than 6 feet high. Where located more than 5 feet from the street lot line, a barrier shall be erected when require by the Director. Barriers shall be adequate strength to resist wind pressure as specified in Section 12 of this Code.

604.3

Protection of Adjoining Property

604.4

Adjoining public and private property shall be protected from damage during construction, remodelling and demolition work. Protection must be provided for footings, foundations, party walls, chimneys, skylights and roofs. Provisions shall be made to control water runoff and erosion during construction or demolition activities. The person making or causing an excavation to be made shall provide written notice to the owners of adjoining buildings advising them that the excavation is to be made and that the adjoining buildings should be protected. Said notification shall be delivered not less than 10 days prior to the scheduled starting date of the excavation. Exceptions The Director may waive, or may vary, any or all of the provisions of subsection 604 where the safety of the public may otherwise be protected.

1-176

Table 6-1 Protection of Pedestrians Height of Distance from Construction to Lot line Construction Less than 5 feet 8 feet or less

5 feet or more

Type of Protection Required Construction railings None

Less than 5 feet

Barrier and covered walkway 5 feet or more, but not more than one Barrier and covered fourth of the height of construction walkway More than 8 5 feet or more, but between one fourth and Barrier one-half of the height of construction feet 5 feet or more, but exceeding one-half of None the height of construction

605

STORAGE OF MATERIAL (a)

Construction materials and equipment shall not be placed or stored so as to obstruct access to fire hydrants, standpipes, fire or police alarm boxes, catch basins or manholes, nor shall such material or equipment be located within 20 feet of a street intersection, or placed so as to obstruct normal observations of traffic signals or to hinder the use of public transit loading platforms.

(b)

Materials to be stored at or near locations where workers are employed or on any public property shall be piled or stacked in an orderly manner to avoid toppling over or being otherwise displaced.

(c)

No material shall be piled or stacked to a greater height than six feet except in yards or sheds intended especially for storage. When piles exceed four feet in height, the material shall be so placed that the sides and ends of the piles taper back.

(d)

The placing of construction materials in a building or structure during building operations shall be done with due consideration of the effect of such loads on the 1-177

structural members, and such loads shall, in general, be placed as near to the points of support of the structural members as possible. Such loadings shall not cause stresses in any structural member beyond the design stresses. (e)

606

Waste material rubbish resulting from building operations shall be removed as rapidly as possible and shall not be allowed to accumulate on the premises or adjacent thereto.

HOISTING MACHINERY (a)

Every hoisting engine shall be provided with adequate breaks, capable of holding the maximum load at any point of travel.

(b)

Guards shall be provided for exposed gears and other moving parts and around hoisting cables at all points to prevent workers from tripping or getting clothing caught.

(c)

Ample room shall be provided around hoisting engines, motors or other machinery or apparatus for the free and safe movement of those who operate or otherwise attend such engines, motors or other machinery apparatus.

(d)

Hoisting machinery shall be enclosed to exclude unauthorized persons and if placed outside the building, further protection against falling objects shall be provided.

(e)

When hoisting machinery is set on an elevated platform, such platform shall be of substantial construction, and guard rails and toe boards shall be provided along all open sides platform.

1-178

607

DERRICKS AND CRANES

607.1

General

607.2

(a)

Derricks shall be so designed and assembled that no part shall be stressed beyond the safe-working stress for the material, as specified in this Code, under maximum-rated load in any possible position. Such maximum-rated load shall be conspicuously posted on each derrick.

(b)

The foot-block of every derrick shall be firmly secured against motion in any direction.

(c)

Guy derricks shall have the top of the mast held by not less than six steel guy cables secured by firm anchorages and so placed that the angle of the guy with the mast shall be as large as possible.

(d)

The moving parts of derricks and cranes shall be kept well lubricated, and all parts shall be inspected at least every other day.

Visibility Masts and booms of derricks and cranes, where higher than 150 feet above ground, shall have installed: (a)

At the top in a manner to ensure unobstructed visibility of at least one beacon and one flag from any angle.one or more flashing 300 mm beacons, each equipped with two lamps and aviation colour filters and rectangular flag markers of solid colour not less than two feet on a side.

(b)

Along the height of the mast or boom, a pair of lamps of at least 100 watts each, enclosed in aviation-red obstruction light globes, on opposite sides or corners at regular intervals not to exceed 50 feet and, rectangular flag markers of solid colour aviation-surface-orange, not less than two feet on a side at regular intervals not to exceed 50 feet.

1-179

(c)

607.3

608

609

Where masts and booms are within 50 feet, measured horizontally of existing buildings which exceed the maximum heights of such masts or booms, light and flags may be omitted.

Compliance (a)

Compliance with this Section shall not be construed as satisfying the zoning height requirements or any special provisions needed for safety of flying aircraft etc.

(b)

Compliance can be achieved by contacting the Director.

CABLES, ROPES, CHAINS AND BLOCKS (a)

Cables, ropes, chains and blocks shall be of such size that the maximum load supported by them will not exceed one sixth of their breaking strength.

(b)

Blocks designed for use with manila ropes shall not be used for steel cables. Blocks used at or near floors or in other exposed places to change the direction of cables shall be enclosed or otherwise effectively guarded.

(c)

All ropes and cables used in connection with scaffolds, derricks and hoisting apparatus shall be tested before being put to use and at least once every 30 days while in use, to insure their safety and suitability for the purpose to which they are to be put. Any rope or cable found to be unsafe or unfit shall not be used.

(d)

Chains shall not be used for slings, bridles or other similar purposes, but shall be restricted to only such purposes as require a straight pull.

(e)

Hooks shall not be used for hoisting buckets, cages or skips.

PLATFORM HOISTS (a)

No person shall be permitted to ride on any platform hoist unless it has been designed and constructed for 1-180

passenger service. Elevators used for the transportation of workers during construction shall comply with the requirements of IBC: 2009 Section 1102.2.

610

(b)

Platform hoists for the handling of materials within buildings under construction shall have the car substantially constructed and provided with covers, either solid or wire mesh. Sections of the cover may be arranged to swing upward for the handling of bulky materials, or the covers may be omitted if suitable overhead protection is provided.

(c)

Hoists shall be equipped with a broken-rope safety device.

(d)

Where wheel barrows or buggies are used for handling material on platform hoists, cleats shall be nailed to the platform to fix the proper position so that handles shall not project beyond platform edges.

(e)

Supports for the overhead sheave shall be designed to carry no more than the hoist and its maximum load.

HOIST TOWERS (a)

Hoist towers, erected in connection with building construction shall be substantially constructed, and all members shall be so proportioned that the stresses shall not exceed those specified for that material, when carrying the dead load of the tower plus two times the weight of the platform or bucket. Hoist towers shall not be used unless the design and construction of the tower is approved by the Director.

(b)

Every hoist tower shall rest on a sufficiently solid foundation to prevent injurious settlement or distortion of its framework.

(c)

Every hoist tower shall be secured in not less than four directions against swaying or tipping, at intervals of not more than 32 feet in its height, by steel cable guys adequately anchored or by other satisfactory means. Such towers which are constructed adjacent to buildings 1-181

shall be secured to the building frame at each floor as the building progresses.

611

612

(d)

Landing platforms in hoist towers or platform connecting a hoist tower to a building or other structure shall be provided with guard rails and toe boards.

(e)

The bottom of every hoist tower shall be screened or otherwise protected on all sides to a height of not less than six feet.

(f)

Hoist towers erected within the building, but not occupying the entire opening through which they pass, shall be completely enclosed on all sides and shall be provided with doors at the unloading points unless the platform hoist is solidly enclosed on all sides to the height to which material is to be loaded or unloaded.

TEMPORARY FLOORING (a)

In buildings of skeleton construction, the permanent floor, except for necessary hoist-way openings, shall, when possible, be constructed as the building progresses. There shall be not more than three temporary floors above the highest permanent floor.

(b)

In buildings of skeleton construction, the entire working floor shall be planked over, except spaces required for construction work, for raising or lowering materials, and for stairways or ladders. Planks shall be placed so that they cannot tip under the weight of a worker at any point and secured so that they cannot slip out of place.

(c)

In buildings of wood joist construction, the under-floor shall be laid for each floor as the building progresses.

FLOOR OPENINGS (a)

All floor openings, used as hoist-ways or elevator shaftways, shall be guarded on all sides, except the side being used for loading or unloading. Guards shall be barricades not less than four feet high along or near the 1-182

edges of such openings, or guard rails not less than three feet high, placed not less than two feet distant at all points from the edges of such openings, if guard rails are used, toe boards shall be provided along the edges of the openings. Sides left open for loading or unloading shall be guarded by similar solid doors or gates.

613

(b)

All floor openings used as stairways, or for the accommodations of ladders or runways, shall be guarded by railings and toe boards.

(c)

All other floor openings shall be guarded on all sides by solid barriers not less than three feet high, or by railings and toe boards or shall be planked over or otherwise covered over by temporary construction capable of sustaining safely such loads as are likely to come thereon.

(d)

Barriers for the guarding of openings used as hoistways or elevators shall be constructed so that workers cannot thrust head, arm or legs through them, and loose material cannot fall or be pushed into the shaft-way.

(e)

Barriers and guard rails around floor openings shall remain in place until permanent enclosures or protection are otherwise provided.

RUNWAYS AND RAMPS (a)

Runways and ramps in connection with scaffolds or extending from storey to storey or otherwise located and maintained for an extended period of time or for the transfer of bulky material shall be constructed of at least three 10-inch planks laid closely side by side and substantially supported and braced to prevent unequal deflection and springing action.

(b)

Runways and ramps shall have a slope not steeper than one in three, and the total rise of a runway or ramp between landings shall not exceed 12 feet.

(c)

When the rise is steeper than one in six, or when the rise is more than six feet and steeper than one in eight, 1-183

runways or ramps shall be provided with cleats spaced not more than eight inches apart. (d)

614

Runways and ramps, having a total rise of more than six feet, or passing over or near floor openings, hightension wires or other dangerous places, shall be provided with guard rails and toe boards.

TEMPORARY STAIRWAYS (a)

In all buildings, the permanent stairways shall be installed as soon as conditions will permit. When the work on a building has progressed to a height in excess of 50 feet or four stories, or where an existing building exceeding 50 feet in building height is altered and it has not been practicable to install the permanent stairways, at least one temporary stairway shall be provided for the full height and continued upward as rapidly as the work progresses.

(b)

Stairs and stairways shall be of sufficient strength to support a load of at least 100 pounds per square foot, and ail stairways shall be guarded on all open sides with hand rails and toe boards.

(c)

Temporary stairs shall be constructed so that treads and risers are uniform in width and height in any one flight. The sum of the height of the two risers and the width of one tread shall be not less than 24 nor more than 26 inches. Temporary stairways shall be not less than 36 inches wide. Landings shall be not less than 30 inches long.

(d)

No flight of stairs of a temporary stairway shall have a vertical rise in excess of 12 feet, and when necessary, intermediate landings shall be provided.

(e)

Temporary and permanent stairways shall adequately lighted as set forth in 618 of this Code.

(f)

No door shall open directly onto a flight of stairs, but a landing equal to at least the width of the door shall be provided between the door and the stairs. Temporary 1-184

doors higher than 4 ft. 6 ins. shall be fitted with wire glass panels.

615

(g)

Permanent stairs that are to be used during construction and on which treads are to be filled in later shall have wooden treads firmly fitted in place for the full area of the tread. The top surface of the temporary treads shall be maintained above the tops of the risers or nosings.

(h)

The storage of materials on stairs or in stairways or adjacent to stair openings shall not be permitted.

(i)

Required means of egress shall be maintained at all times during construction, demolition, remodelling or alterations and additions to any building.

LADDERS (a)

Except where either permanent or temporary stairways or runways are required, ladders shall be provided to give access to all floors, stagings or platforms where work is being done more than five stories above ground or above a permanent or temporary floor.

(b)

Ladders required by this Code shall be left in place until the permanent stairways are ready for use or until temporary stairways are installed, and stairways shall be erected as soon as the building exceeds 60 feet in height.

(c)

All ladders, when in use, shall be set up in a manner to be secure and to prevent slipping; and ladders, except stepladders or other self-supporting ladders, shall be securely fastened to a permanent support at the top, And if necessary, at the bottom, and braced to prevent swaying, bending or shaking.

(d)

Ladders, leading to floors, stagings or platforms, shall extend at last three feet above the level of such floors, stagings or platforms.

(e)

No single ladder shall exceed 20 feet in length. When greater heights are to be reached, intermediate 1-185

platforms shall be erected. Ladder landings shall be at least four feet square and equipped with handrails and toe boards.

616

(f)

Ladder rungs shall be spaced uniformly as near to 12 inches as is practicable.

(g)

When used temporarily, in place of stairways or runways, ladders serving traffic in both directions simultaneously shall be at least 40 inches wide. If separate ladders are provided for going up and coming down, they shall be marked "UP" and "DOWN" respectively at each floor and platform level.

(h)

Ladders, other than sectional or extension ladders, shall not be extended by joining two or more together.

(i)

Ladders shall not be placed or used in shafts of operative elevators or hoists except by workers engaged in the erection, construction, alteration or repair or any such shafts, hoist-ways or equipment.

(j)

Ladders shall not be painted, but may be oiled or otherwise treated with preservative so as to permit the detection of faults. Every ladder shall be inspected by the superintendent or foreman in charge before being put to use on a building operation and thereafter at least once every 30 days while continued in use. Broken or weak ladders with weak or missing rungs shall not be used or permitted to remain on the site of building operations, but shall be repaired and made safe or destroyed.

SCAFFOLDS (a)

Properly constructed scaffolds shall be provided for all work which cannot be done safely by workmen standing on permanent or solid construction, except when such work can be done safely from ladders. All such scaffolds shall be substantially constructed, to support at least four times the maximum load and shall be secured to prevent swaying.

1-186

(b)

Planks used in the construction of stationary scaffolds shall be not less than two inches nominal thickness. Where such planks overlap at the ends, the overlap shall be not less than six inches. Planks shall be so placed that they cannot tip under the weight of the worker at any point. Nails used in the construction of scaffolds shall be of ample size and length to carry the loads they are intended to support, and all nails shall be driven full length. No nails shall be subject to direct pull.

(c)

Ropes, cables and blocks used in the support of swinging scaffolds shall be of sufficient size and strength to sustain at least six times the maximum loads to which they will be subject. Where acids are likely to come into contact with them, ropes shall not be used in the support of scaffolds, but steel cables properly protected by grease or oil or other effective method shall be used instead.

(d)

Every scaffold, the platform level of which is more than six feet above the ground or above a permanent or temporary floor, other than iron workers' scaffolds and carpenters' bracket scaffolds, shall be provided with guard rails and toe board extending the full length of the scaffold and along the ends except where ramps or runways connect with them, unless otherwise enclosed or guarded. On suspended, swinging and pole scaffolds, the space between guard rails and toe boards shall be fitted with wire mesh screens securely attached.

(e)

Where objects are likely to fall on a scaffold from above, a substantial overhead protection shall be provided. Not more than ten feet above the scaffold platform, and at doorways, passageways or other points where workers must pass under scaffolds, a substantial overhead protection shall be provided. No materials or equipment, other than required by the workers, shall be placed on scaffold platforms.

(f)

Roof brackets, roof scantling, crawling boards and similar forms of support shall be substantial in construction and securely fastened in place when in use. 1-187

(g)

Barrels, boxes or other similar unstable objects shall not be used as supports for planking intended as scaffolds or places of work.

(h)

When used over public sidewalks or other places of public use, scaffolds used for minor building repairs, alterations, or painting shall be equipped with drop cloths to effectively prevent the falling of paint or debris.

(i)

Scaffolds used for sandblasting and guniting operations shall be entirely and effectively enclosed, and the determination of effective enclosure shall be the complete absence of particles of material of operation in the air at a horizontal distance of 50 feet from the point of operation.

617

SAFEGUARDS

617.1

Railings

617.2

(a)

Railings, where required during construction, shall comply with the Standards of the Occupational Safety and Health Administration (OSHA), Part 1926, or as provided herein.

(b)

The top rail of such railings shall be not less than 42 inches above walking surfaces.

(c)

Such railings shall be provided with an intermediate rail midway between the walking surface and the top rail and shall be constructed to resist a load of 50 pounds per lineal foot at the top rail.

Toeboards Toeboards, where required during construction, shall comply with the Standards, referenced in 617.1 (a) herein, or any approved alternate design.

1-188

618

619

TEMPORARY LIGHT AND POWER (a)

All parts of buildings under construction, or other operations covered by the general provision of this Section, and all sheds, scaffolds, covered walks, other work or storage areas, and equipment in connection with such operations shall have sufficient light to ensure safety and protection of life and property. In passageways, stairways and corridors, the average light intensity measured at the floor level shall be not less than two foot candles.

(b)

At locations where tools and/or machinery are used, the average light intensity measured at the floor level shall be not less than five foot candles. Natural or artificial illumination shall be provided in such a manner that glare and shadows will not adversely affect the safety protection of workers and property.

(c)

Temporary wiring for light, heat and/or power shall be adequately protected against mechanical or overcurrent failures. All conductive materials enclosing fixed or potable electrical equipment, or forming a part of such equipment, shall be grounded by one or more of the methods permitted by Section 11 of this Code.

(d)

Temporary electric service poles shall be selfsupporting or adequately braced or guyed at all times.

(e)

The installation of temporary lighting and power must be done in accordance with the Electricity Supply Regulations of the Turks and Caicos Islands. The developer must obtain a permit for this installation from the Electrical Inspector before electricity can be supÂŹ plied to the site.

FIRST AID (a)

On every building operation, arrangements shall be made for prompt medical attention in case of accidents, and an ample supply of suitable antiseptic solution and sterile gauze bandages shall be provided and maintained in a clean, sanitary cabinet, and at all times 1-189

available under the direction of the superintendent or a person designated by him. (b)

620

621

Unless competent medical attention is otherwise quickly available, where more than 200 workers are employed, a properly equipped first-aid room or field hospital shall be provided, and a physician or nurse shall be available on call.

SANITATION (a)

Adequate toilet facilities, maintained in a clean, sanitary condition, shall be provided during construction, remodelling and demolition activities asset forth in Section 9 of this Code.

(b)

An adequate supply of pure, drinking water shall be provided for workers during hours of employment, and adequate, sanitary washing facilities shall be provided for workers within reasonable access.

WELDING AND CUTTING (a)

Refer to the International Fire Code (IFC) Chapter 26 for detailed guidance on precautions during welding and other hot work.

(b)

Gas welding and cutting and are welding in building construction and demolition operations shall be restricted to experienced workers acceptable to the Director. Suitable goggles or helmets and gloves shall be provided for and worn by workers engaged in gas welding or cutting or welding.

(c)

Incombustible shields shall be provided to the worker when exposed to falling hot metal or oxide.

(d)

Unless unavoidable, gas welding or cutting or arc welding shall not be done above other workers. When unavoidable, an incombustible shield shall be provided between the work and the workers below; or a watchÂŹ man shall be stationed to give warning at places where workers, in the course of their employment are likely to 1-190

pass under a gas welding or cutting or an arc welding operation.

622

(e)

Unless unavoidable, gas welding or cutting shall not be carried on in any place where ample ventilation is not provided, or from which quick escape is difficult. When unavoidable, workers engaged in such work in confined spaces shall be allowed frequent access to fresh air and a relief worker shall be stationed close at hand to assist the worker in case of accident and to shut off the gases.

(f)

Tanks of fuel gas shall not be moved or allowed to stand for any extended period when not in use unless the caps of such tanks are place. Suitable cradles shall be used for lifting or lowering oxygen or fuel tanks, to reduce to a minimum the possibility of dropping tanks. Ordinary rope slings shall not be used.

(g)

Tanks supplying gasses for welding or cutting shall be located at no greater distance from the work than is necessary for safety. Such tanks shall be securely fastened in place and in an upright position. They shall be stored, or set in place for use, so that they are not exposed to the direct rays of the sun or to high temperature.

(h)

Before steel beams or other structural shapes or elements of construction are cut by means of a gas flame, they shall be secured by cables or chains to prevent dropping or swinging.

OPEN FIRES (a)

Refer to the International Fire Code (IFC) Chapter 26 for detailed guidance on precautions during hot work.

(b)

Open fires, for the purposes of disposing of waste materials, the heating of roofing or other materials, or for any other purpose whatsoever, shall not be allowed except with the permission of the Chief Fire Officer.

(c)

Wherever any enclosed flame heaters or open fires are used, there shall be a workman in constant attendance, 1-191

whose duty it shall be to have such heater or fire under proper control at all times. 623

FIRE PROTECTION (a)

Refer to IBC: 209 Chapter 33 for â&#x20AC;&#x153;Safeguarding during constructionâ&#x20AC;? in addition to the requirements of this section.

(b)

Storage of combustible material shall not be permitted under or near welding operations. No part of the building shall be used for the storage of combustible materials until such fireproofing of the pat has been installed.

(c)

In every building of reinforced concrete construction, forms of combustible materials shall be stripped from the concrete and removed from the building as soon as practicable. No part of the building shall be used for the storage of combustible materials until such forms have been removed in that part of the building.

(d)

All structures under construction, alteration or demolition shall be provided with not less than one approved portable fire extinguisher in accordance and sized for not less than ordinary hazard as follows:

(e)

At each stairway on all floor levels where combustible materials have accumulated.

ii.

In every construction shed or a room or space used for storage, dressing room or workshop.

iii.

Additional portable fire extinguishers shall be provided where special hazards exist, such as the storage and use of flammable and combustible liquids.

During building operations, free access from the street to fire hydrants where installed and to outside connections for stand pipes, sprinklers or other fireextinguishing equipment, whether permanent or

1-192

temporary, shall be provided and maintained at all times to the satisfaction of the Chief Fire Officer. (f)

624

No material or construction equipment shall be placed within ten feet of such hydrant or connection, nor between it and the central line of the street.

STANDPIPES (a)

In buildings required to have standpipes by Section 506 of this Code, not less than one standpipe shall be provided for use during construction. Such standpipes shall be installed when the progress of construction is not more than 40 feet in height above the lowest level of fire department vehicle access. Such standpipe shall be provided with fire department hose connections at accessible locations adjacent to usable stairs. Such standpipes shall be extended as construction progresses to within one floor of the highest point of construction having secured decking or flooring.

(b)

Where a building is being demolished and a standpipe exists within such a building, such standpipe shall be maintained in an operable condition so as to be available for use by the fire department. Such standpipe shall be demolished with the building but shall not be demolished more than one floor below the floor being demolished.

1-193

625

626

(c)

Standpipes shall be installed in accordance with the provisions of Section 9 of this Code. Except where standpipes shall be either temporary or permanent in nature, and with or without a water supply, provided that such standpipes conform to the requirements of Section 506 of this Codes to capacity, outlets and materials.

(d)

Water supply for fire protection, either temporary or permanent, shall be made available as soon as combustible material accumulates.

AUTOMATIC SPRINKLER SYSTEM (a)

In buildings where an automatic sprinkler system is required by this code, it shall be unlawful to occupy any portion of a building or structure until the automatic sprinkler system installation has been tested and approved, except if temporary occupancy certificate is provided by the Director.

(b)

Operation of sprinkler control valves shall be permitted only by properly authorized personnel and shall be accompanied by notification of duly designated parties. When the sprinkler protection is being regularly turned off and on to facilitate connection of newly completed segments, the sprinkler control valves shall be checked at the end of each work period to ascertain that protection is in service

SPECIAL HURRICANE PRECAUTIONS (a)

During such periods of time as are designated by the Government being a hurricane watch, all construction materials or equipment shall be secured against displacement by wind forces; provided that where a full complement of personnel is employed or otherwise in attendance, or engaged for such protection purposes, normal construction procedures or use of materials or equipment may continue allowing such reasonable times as may be necessary to secure such materials or equipment before winds of hurricane force are anticipated.

1-194

(b)

Construction materials and equipment shall be secured by guying and shoring, and by tying down loose materials, equipment and construction sheds.

1-195

Part 2

Services

Containing:

Section

Title

Page

Water Supply Services

2-1

Sewage and Waste Disposal

2-17

Plumbing

2-34

Solid Waste Disposal

2-53

Electrical Installations

2-56

Mechanical Installations

2-64

SECTION 7 WATER SUPPLY SERVICES Contents 701

INTRODUCTION

702

ADEQUACY OF WATER SUPPLY

702.1 702.2 702.3 702.4

General Source of Supply Treatment Facilities Storage Facilities

703

INSTALLATION

703.1 703.2 703.3 703.4 703.5 703.6 703.7

General Water Pressure Gravity and Surge tanks Backflow Stop Valves and Drain Taps Supply Pipes to Individual Fixtures Distribution Pipes

704

PIPELINE SYSTEM

704.1 704.2 704.3 704.4 704.5 704.6 704.7 704.8 704.9 704.10

General Excavation of Pipe Trenches Pipe Laying Jointing of the Pipe Anchoring of the Pipes Hydraulic Testing of Pipe Lines and Joints Disinfection of Potable Water Systems Backfilling of Trenches Connection of Accessories Colour Code

705

UTILIZATION OF POTABLE GROUND WATER

706

DOMESTIC WATER PUMPS

2-1

707

SAFETY DEVICES

2-2

SECTION 7 WATER SUPPLY SERVICES 701

INTRODUCTION (a)

This Section sets out the regulations established for the guidance of persons who are submitting development proposals to the Board and outlines the requirements for the provisions of water supply services for these developments.

(b)

Developers shall be fully responsible for the design and construction of water supply and sewerage systems for their developments and shall satisfy the Director that there are adequate provisions for the operation and maintenance of such systems. Developers should be aware that rainfall in the islands averages less than 30 inches per year and there is no public pipe borne water supply.

(c)

The provisions in the Code regarding submission of plans, payment fees and approvals shall apply.

(d)

The Developer is responsible for providing an adequate and potable water supply to his development.

(e)

This will include the provision, as may be necessary, of a source(s) of supply, treatment facilities, pipeline system and storage facilities.

(f)

In areas where there is a centralised water supply adjacent to or in close proximity to the development, the Developer will carry out such work as may be required by the Director for connection to the development.

(g)

Refer to IPC 2009 for material guidance for all plant and equipment stated in this Section.

2-3

702

ADEQUACY OF WATER SYSTEM

702.1

General (a)

The Developer is to include in the proposal complete arrangements for providing an adequate quantity and quality of water to meet fully the needs of his development. The per capita consumption rate assumed for design purposes must be approved by the Director of Planning.

(b)

Suggested minimum daily potable water consumption rates are as follows:

Dwelling house

40 gallons*/person/day

Hotels

150 gallons*/room/day

Offices

15 gallons*/employee/day

Condominium apartments

100 gallons*/bedroom/day

Schools

15 gallons*/student/day

Airports

5 gallons*/passenger/day

ď&#x201A;ˇ US Gallons In view of the low rainfall in the TCI, the Director may permit small dwellings and other buildings in Group R and I which are wholly dependent on rain water catchment to install facilities which would provide on average less than the 40 gallons per person per day recommended. 702.2

Source of supply The source of supply must be established with the approval of the Board as below: (a)

Unless otherwise approved by the Board every building shall be provided with a water supply system using

2-4

fresh water derived from its roof catchment and stored in a cistern. (b)

Unless otherwise approved by the Board rainwater cisterns for buildings in Groups I and R shall have a minimum capacity based on 7 US gallons of storage per square foot of roof catchment area.

(c)

For multi-family dwellings the minimum capacity of the tank must be based on 4,000 gallons per bedroom.

(d)

For buildings where there is no public supply, and where there is no permanent habitation of the space, or where a desalination water supply plant is not installed, the capacity of the rain water storage cistern must be based on a real usage of the building, but not less than 1,500 gallons. The Developer must show in the plans the size of storage to be constructed and the basis for the determination of the size of storage cistern. The Cistern and the piping shall be marked as â&#x20AC;&#x153;Not for Drinkingâ&#x20AC;?.

(e)

Subsections (a), (b), (c) and (d) will not apply if:

(f)

(i)

the building is to be supplied with potable water by means of desalination of non-potable water or by any other means such as to avoid the occupants of the building needing to rely on water being supplied from any existing well or borehole, public tank or cistern or to extract potable water from any lens or underground water; and

(ii)

adequate back up system fed from an alternative mechanical system (or a minimum of 3 days storage) is provided against the possible breakdown of the primary supply. The back-up system is required to be in fully working order at all times.

A fault or breakdown in the primary system referred to in (e) (i) shall be repaired as soon as practically possible and without delay. 2-5

(g)

(h)

For the avoidance of doubt, in the event that a fault or breakdown occurs in the secondary system as well as the primary system the penal provisions of Section 88 of the Physical Planning Ordinance shall apply. (i)

Abstraction from a ground water source requires prior approval of the Director under the Ordinance.

(ii)

Full details are to be supplied of the proposed borehole to be established including the intended rate of abstraction and available information on the aquifer. This shall include an assessment of the impact the proposed borehole will have on the ground water resource for the lifetime of the development.

(iii)

Pumping levels in the borehole will not be allowed to fall below 1.0 feet above mean sea level and the rate of abstraction must take into account the water needs of other developments, proximity to potential source of pollution such as sewage outfall, and the characteristics of the aquifer in which the borehole is located.

Desalination plants must be designed and constructed with the approval of the board and maintained to the satisfaction of the Director. Full details of the proposed plant including location of the source of raw water, analysis of the raw water, capacity of the plant, main features of the treatment process, method of disposing of the effluent and future arrangements for operation and maintenance must accompany the proposal.

(i)

There shall be no cross connection between a potable supply and a non-potable supply.

(j)

Sea water can be used for flushing of toilets and other such uses, but the water system carrying sea water must be kept separate from the system carrying potable water. 2-6

702.3

702.4

Treatment Facilities (a)

The water supply must be treated as necessary and disinfected by chlorination or other approved process to ensure that the quality satisfies the latest edition of the Guidelines for Drinking Water Quality as published by the World Health Organization, and in accordance with the Regulations made by the Minister under the Water and Sewerage Ordinance 1994.

(b)

The treatment facilities shall be designed and constructed and maintained in accordance with IPC 2009 and to the approval of the Director.

Storage Facilities Unless exempted by the Director, at least 3 days storage of treated water should be provided at each building. This is in addition to any storage provided at the source of a public water supply for collection of rain water or desalination water. Water storage tanks external to buildings are to be designed and constructed in line with appropriate American Water Works Association guidelines or ASTM International Guidelines.

703

INSTALLATION OF WATER SUPPLIES

703.1

General As far as possible all pipelines should be laid underground and in a manner as not to interfere with future development and other services. All water supply lines where laid in close proximity to sewer lines, shall be placed above, and be separated from the sewer lines at least 4 feet vertically. The installation of the water supply system shall be in accordance with IPC 2009.

2-7

703.2

Water Pressure If the water pressure from the water supply source is insufficient to supply all fixtures continuously, the supply shall be supplemented by a gravity tank or surge tank linked to an auxiliary pumping system.

703.3

703.4

Gravity and Surge Tanks (a)

Gravity and surge tanks shall be equipped with over flow pipes not less than 4 inches below the supply point and not less than twice the diameter of the supply and discharging directly to outside the building line.

(b)

Supply pipes from storage tanks may not connect to any public water mains supply system.

Backflow The water distribution system shall be fully protected against backflow either by use of air gap fittings or where it is not possible to provide an air gap, by non-return valves or other means approved by the Director.

703.5

703.6

Stop Valves and Drain Taps (a)

A screw stop valve shall be provided within 5’0” of the point of entry of the main supply pipe to the building and a drain tap shall be provided within 1’0” of this valve on the distribution side. Such valve shall be plainly labelled.

(b)

Stop valves shall be provided on the supply within 1’0” of the supply connection to all storage tanks and water heaters and on all branch distribution pipes from such storage tanks and water heaters and to isolate all sanitary fixtures in groups of not more than five fixtures.

Supply Pipes to Individual Fixtures Refer to IPC 2009.

2-8

703.7

Distribution Pipes Refer to IPC 2009.

704

PIPELINE SYSTEM

704.1

General The pipeline system must be designed and constructed in line with IPC 2009 and to the satisfaction of the Director. Testing and inspections of all pipeline systems shall be in line with IPC 2009 and the appropriate American Water Works Association guidelines.

704.2

Excavation of Pipe Trenches (a)

The centre line of the pipe trench should be within the right of way but not under the road surface. The width of the trench should be 18 inches minimum and otherwise the minimum width required to enable the work to be done but not less than 12 inches greater than the diameter of the pipe. The depth of the trench should be such as to provide the minimum cover over the crown of the pipe under any carriage way measured from finished road surface as shown in Table 7-1. If this is not achievable, specific pipe protection measures shall be proposed and be subject to prior approval.

(b)

The trench should be excavated in straight lines between changes in direction and be carefully graded so that there are a minimum number of substantially high points along its length. Air valves are to be installed at high points in the line subject to prior approval of the location and size of the air valve in each case. Where the trench has been excavated too deep, it shall be filled to grade with thoroughly rammed approved granular material, subject to paragraph (c) below.

(c)

Subject to paragraph (e) below, a 4 inch depth of the bottom of the trench should be of selected material having no particle larger than that indicated in Table 7-2 for pipelines of the material as shown in the Table. 2-9

704.3

704.4

(d)

In peaty or boggy ground the bottom of the trench should be excavated to an approved depth below grade and refilled with broken stone, and bedding as in Table 7-2 should be laid over the broken stone and thoroughly rammed to grade.

(e)

In rocky ground a 6â&#x20AC;? depth of the bottom of the trench should have no particle larger than stated in Table 7-2.

Pipe Laying (a)

Pipes must be laid in straight lines between changes in direction. The entire length of the barrel of the pipe must be supported on the bottom of the trench. Care must be taken to ensure that the inner surface of each pipe is left clean after laying. When pipe laying is not in progress the ends of the pipeline should be plugged to prevent ingress of foreign matter.

(b)

Pipes laid under high ground water conditions must be plugged and backfilled between joints before testing so as to avoid floating of pipelines. The location of pipes must be marked.

(c)

Pipes laid under drains, water courses, channels, concrete slabs, culverts, or other conduits should be laid in a sleeve extending at least two feet on each side of the conduit, beyond the side wall of the conduit or toe of embankment supporting the conduit. The sleeve may be of steel or ductile iron pipe or other material approved by the Director and be surrounded in appropriate grade concrete if the cover to pipe is less than 18 inches or provided with such other protection as may be required by the Director.

Jointing of the Pipe The Developer must conform to the manufacturerâ&#x20AC;&#x2122;s instructions as regards the procedure for proper laying and jointing of the particular type of pipe and joint being used in the development. Other basic requirements for a satisfactory joint are:

2-10

704.5

704.6

(a)

Cleanliness of all parts.

(b)

Correct location of components.

(c)

Centralization of spigot and socket sleeve.

(d)

True alignment in vertical and horizontal planes.

Anchoring of Pipes (a)

Thrust blocks must be provided at tees, crosses, dead ends and at all bends (except concave vertical bends). In the case of bends, the blocks should be located symmetrically with the pipe fitting, which should also be symmetrical with the radial centre line. The thrust blocks should be constructed of 2,500lb. concrete, reinforced if required, and must rest firmly against the solid ground.

(b)

The required area of bearing on the solid earth will vary with the type of soil, and the area of bearing on the pipe fitting must be sufficient to safely transmit the thrust through the block. Information on the soil bearing and shear capacity must be submitted with the request for design approval.

(c)

Pipelines of PVC or other flexible materials must use thrust blocks as required by the manufacturerâ&#x20AC;&#x2122;s specifications.

Hydraulic Testing of Pipe Lines and Joints (a)

Testing of all pipeline systems shall be in line with IPC 2009 and the appropriate American Water Works Association guidelines.

(b)

After all work in connection with the laying of the pipeline system has been completed, the Developer shall issue to the Director a certificate of final inspection and testing. The testing shall be carried out by qualified engineers or technicians approved by the Director.

2-11

(c)

704.7

704.8

The Developer shall be responsible for meeting the cost and carrying out the testing of the pipeline system as required by the Director and as set out hereunder.

Disinfection of the Potable Water Systems (a)

Newer repaired potable water systems shall be purged of deleterious matter and disinfected prior to utilization. The method to be followed shall be that prescribed by the health authority or water purveyor having jurisdiction or, in the absence of a prescribed method, the procedure described in IPC 2009. This requirement shall apply to “on-site” or “in-plant” fabrication of a system or to a modular portion of a system.

(b)

All tests are to be carried out at the expense of the Developer and to the approval of the Ministry of Health.

Backfilling of Trenches Selected material should be firmly tamped by hand rammers around and to a height of 12 inches above the top of the pipe. Natural excavated material should then be tamped by hand rammers to a height of 24 inches over the top of the pipe, thereafter the remainder of the backfill composed of natural excavated material may be tamped by mechanical tamper.

704.9

Connection of Accessories (a)

Methods for connecting water pipes and fittings of dissimilar materials are subject to approval by the Director.

(b)

The methods of connecting to the pipeline such accessories as service or communication pipes, hydrants sluice valves and air valves are to be approved by the Director. Particular attention should be paid to the material to be used and method to be employed in backfilling the trench or supporting the accessory.

(c)

Service or communication pipes of 1/2”, 3/4” and 1” diameter may be either of copper equivalent to ANSI B 2-12

16.22-1980 or PVC Schedule 40 or as approved by the Director. The pipe shall be laid to a minimum depth of 18â&#x20AC;? below the surface of the carriage way and terminate on the pavement, the end of the pipe being securely plugged pending final connection into the premises to be supplied with water. The backfill material should be thoroughly tamped by hand rammers.

704.10

(d)

In new developments fire hydrants must be provided at locations as required by the Director. In areas where fire engines cannot reach the building, or where there is no public supply, cisterns must be constructed so that they are accessible to fire hoses, if necessary by constructing a special basin outside of the cistern for receiving a fire hose.

(e)

Air valves shall be either single or double orifice type as may be required. They shall be fitted with a lock test pressure of 400 feet head of water without leakage.

Colour Code Where water supply pipelines and sewers are laid in close proximity to each other a colour code or other means of identification must be adopted, with the approval of the Director to ensure that each can be readily identified.

705

UTILIZATION OF POTABLE GROUND WATER (a)

Fresh ground water utilization shall normally be limited to government approved developments except where the Board considers that a particular case merits special consideration.

(b)

No restriction shall be imposed on fresh ground water use in individual dwelling plots if the method of extraction is limited to hand pumps or buckets. However the wells must be properly sealed to the approval of the Environmental Health Department, to prevent contamination of the well water.

(c)

Unless otherwise approved by the Director pumping of any well shall not cause depression of the water level. 2-13

706

707

(d)

A well for potable water supply shall penetrate the fresh water zone only to a maximum of one third of the depth of the fresh water lens.

(e)

Wells shall be provided with surface aprons to a distance of five feet around the well, and the well-tops shall project above the surface apron to a minimum height of two feet, and be equipped with a sanitary well seal, all to be constructed of approved materials, to ensure that no direct entry of any surface water can occur through the well.

(f)

Potable ground water source or pump suction line shall not be located closer to potential sources of contamination than the distances defined in IPC 2009.

DOMESTIC WATER PUMPS (a)

Where a water pump is provided as part of a private domestic water supply it shall be sized to maintain a minimum of 30 lb. pressure under all conditions of water use. A pressure tank of adequate capacity shall be installed. It is recommended that the plumbing within 3ft. of the water pump be of galvanised steel to prevent melting of the plastic pipe fittings if the pump should run dry.

(b)

Paper and charcoal filters placed in the domestic water supply line will help in reducing colour and the odour in the water supply. However, no reliance shall be placed on passive filters to remove disease organisms from contaminated water.

SAFETY DEVICES (a)

A pressure relief valve shall be installed for all equipment used for heating or storing hot water. Hot water shall be run in copper or CPVC pipe. Regular PVC pipe shall not be used.

(b)

Water hammer is caused by loosely fixed pipes, bends or taps such as self-closing or spring type which shut off too quickly. It is more likely to occur in long branches 2-14

than when the tap is fixed close to the supply line. An air vessel or dead-end riser pipe shall be fixed as close to the pipe as possible in order to absorb the shock and thus minimize water hammer.

2-15

Table 7-1 Minimum Depth of Cover to the Crown of the Pipe Pipe Diameter (ins)

Depth of cover (feet)

Up to 6”

2’6”

Over 6” and up to 10”

2’9”

Over 10” and up to 20”

3’0”

Table 7-2 Maximum Particle Size Pipe material

Maximum particle size of selected material (inches)

Grey Cast Iron or Ductile Iron

Steel or Copper

3/4

PVC

1/4

2-16

SECTION 8 SEWAGE AND WASTE DISPOSAL Contents 801

PROVISION OF SEWERAGE FACILITIES

802

NEEDS OF TOTAL DEVELOPMENT

803

DEVELOPER TO MEET TOTAL COST OF THE WORK

804

GENERAL REQUIREMENTS

805

MATERIALS

806

ENVIRONMENTAL FACTORS

807

APPROVAL BY THE DIRECTOR

808

PERCOLATION TESTS

809

CONFORMITY WITH BUILDING CODE

810

CONSULTATION PRIOR TO SUBMISSION

811

EMERGENCY POWER FACILITIES

812

EFFLUENT QUALITY

813

DISPOSAL OF EFFLUENT

814

SEWER SYSTEM

814.1 814.2 814.3 814.4 814.5 814.6 814.7

Location of Sewers Excavation Bedding of the Sewer Pipe Laying and Jointing of Pipes Protection of Sewer Pipe Backfilling of Trenches House Laterals of Junctions 2-17

814.8

Manholes

815

TESTING OF SEWERS

816

TESTING MANHOLES FOR WATER TIGHTNESS

817

SEWAGE TREATMENT PLANTS

817.1 817.2

General Requirements Approval of Plans

818

SEPTIC TANKS AND SOAKAWAYS

818.1 818.2 818.3 818.4 818.5 818.6 818.7 818.8

Use of Septic Tanks Design of Septic Tanks Location of Septic Tanks Construction of Septic Tanks Soakaways Location of Soakaways Construction of Soakaways Land Drains

2-18

SECTION 8 SEWAGE AND WASTE DISPOSAL 801

PROVISION OF SEWERAGE FACILITIES The Developer must provide a system or systems to fully satisfy the need for sewage collection, treatment and disposal of effluent and sludge. The system(s) proposed must direct special attention to the use of topography, the layout of the development, roadways, and the location of treatment plants and outfalls. Sewage flows 80% of the average daily water consumption rates given in Section 7ofthis code should be provided for.

802

NEEDS OF TOTAL DEVELOPMENT Where the development is phased the system proposed for sewage and waste water disposal must address the needs of the total development to ensure an orderly solution to those problems.

803

DEVELOPER TO MEET TOTAL COST OF WORK The total cost of the work associated with the development of the sewerage system shall be payable by the developer.

804

GENERAL REQUIREMENTS Refer to IPC 2009and the associated International Private Sewage Disposal Code.

805

MATERIALS Refer to IPC 2009and the associated International Private Sewage Disposal Code.

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806

807

ENVIRONMENTAL FACTORS (a)

All systems shall be located and constructed so that with proper maintenance the systems will function in a sanitary manner, do not create sanitary nuisance or health hazards and do not endanger the safety and water quality of fresh ground water lens or domestic water supply.

(b)

Arrangements for the management and treatment of sewage and waste water shall take into account the topographical conditions, environmental factors, the proposed use of the land inside and outside of the development, and the relative locations of the sea, surface waters and ground water sources.

(c)

The use of effluent for any purpose must be approved by the Environmental Health Department. Reference shall be made to Appendix F which provides guidance on effluent treatment and methods of disposal for various types of development.

APPROVAL BY DIRECTOR The proposals and plans for these facilities must be to the satisfaction of the Director.

808

PERCOLATION TESTS Percolation tests shall be carried out if required by the Director whenever it is planned to use absorption pits or septic tanks with soakaways or land drains to dispose of the sewerage. The approval of the Director for the use of such systems will depend on the percolation rates found.

809

CONFORMITY WITH BUILDING CODE The arrangement for collection and disposal of sewage and waste water from buildings must be in accordance with this Code.

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810

CONSULTATION PRIOR TO SUBMISSION Plans for the treatment system proposed should be developed in consultation with the Ministry of Health and the Director prior to formal submission of the plans for approval.

811

812

EMERGENCY POWER FACILITIES (a)

Subject to the provision of the Electricity Ordinance 1985 and unless specifically exempted by the Director, all treatment plant and pumping stations shall be provided with an alternate source of electricity to allow continuity of operation during power failure.

(b)

The Director may permit the Developer to provide storage for the sewerage based on a twenty-four hour flow in lieu of an emergency power supply.

EFFLUENT QUALITY (a)

The quality of the effluent after treatment shall satisfy the following criteria:

(b)

BOD not to exceed 45 milligrams per litre based on effluent samples collected in a period of seven consecutive days.

(c)

Suspended solids not exceeding 45 milligrams per litre based on samples collected in a period of seven consecutive days.

(d)

Coliform content not exceeding 400 per 100 millilitres based on effluent samples collected in a period of seven consecutive days.

(e)

Other standard criteria as may be required by the Director.

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813

DISPOSAL OF TREATED EFFLUENT BY SEA OUTFALLS (a)

The type, location, and design of the sea outfalls must be based on a detailed study of the character of the sea in which the outfall is placed, the current flows, the present ecology of the area, and the chemical composition of the effluent.

(b)

The study shall be carried out at the expense of the Developer by experienced professionals, and the result of the study shall be forwarded to the Director. The approval of the Director is required for the disposal of effluent by sea outfall.

814

SEWER SYSTEM

814.1

General

814.2

(a)

The sewer system must be laid in accordance with the conditions outlined in this Section and the IPC 2009 and the associated International Private Sewage Disposal Code.

(b)

No sewer shall be laid over or through a water storage tank.

Excavation (a)

The trench shall be excavated true to line and grade. The width at the top of the trench will vary with the depth but should not be more than the minimum required to accommodate shoring when required, and to provide adequate working space. The width at the bottom of the trench should not be less than the diameter of the pipe plus 12 inches.

(b)

The depth of the trench should be such as to provide a minimum cover of 3 feet 6 inches over the socket of the pipe measured from the finished road surface. If this is not achievable, specific pipe protection measures shall be proposed and be subject to prior approval.

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814.3

(c)

In general sewers must be sufficiently deep to receive sewage from all adjacent buildings.

(d)

If any portion of the trench has been excavated below grade it must be refilled with approved granular material well rammed in 6 inch layers. Adequate bedding must be provided as described in Section 813.3 of this Code.

(e)

If any portion of the trench is in rocky ground it should be excavated to a depth of 6 inches below grade and refilled with approved bedding material as described in Section 813.3 of this Code.

(f)

If any portion of the bottom of the trench is in peaty or unstable ground which may not provide adequate support for the pipe, the trench should be excavated to a sufficient depth below grade and be refilled with well rammed 6 inch layers of granular material to provide adequate support for the pipe.

Bedding of the Sewer Pipe Subject to the manufacturersâ&#x20AC;&#x2122; recommendations, sewer pipes constructed of the following material shall be laid on a bed not less than 4 inches thick composed of material having no particle size larger than as specified below: Ductile Iron or Grey Cast Iron: 1 inch PVC:

814.4

1/4 inch

Laying and Jointing of Pipes (a)

Refer to IPC 2009 and the associated International Private Sewage Disposal Code for provisions applicable to joints specific to sanitary drainage

(b)

The pipes shall be laid carefully in conformity with the manufacturers requirements. The pipes shall be laid true to line and grade. After each section of the sewer has been laid between successive manhole locations, it shall be cleared of all foreign matter by passing through

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it a scraper or similar instrument, slightly smaller in diameter than the sewer.

814.5

814.6

(c)

In the event of an existing pipeline having been fractured, the damaged portion shall be cut and replaced by a length of plain ended pipe and properly jointed.

(d)

All pipes should be clean, correctly located and laid in true alignment in horizontal and vertical planes.

Protection of Sewer Pipe (a)

All sewers shall be protected against damage from vehicular traffic and from roots of trees. The protection required would depend on the type of soil in which the sewer is being laid, the location of the sewer and the material with which the sewer is made. Where required the Developer shall provide plans of such protection for the approval of the Director.

(b)

The manufacturerâ&#x20AC;&#x2122;s requirements for special protection should be observed where there are severe conditions of unstable ground or excessive depth below the surface.

Backfilling of Trenches (a)

Sewers which have been laid on a bed of concrete or which have been surrounded with concrete shall not be backfilled until the concrete is at least 7 days old.

(b)

The trench shall be backfilled to a height of 12â&#x20AC;? over the pipe with an approved granular material well compacted by hand rammer in 6 inch layers. Thereafter the approved backfill material shall be compacted by hand rammer to a height of 24 inches over the pipe.

(c)

Thereafter the remainder of the backfill of selected excavated material may be rammed to the surface by mechanical means. In the case of sewers which have been surrounded by concrete the selected material shall be rammed in 6 inch layers. To ensure satisfactory 2-24

consolidation, the backfill material should be sprinkled with sufficient water while being compacted. 814.7

814.8

House Laterals or Junctions (a)

The requirements of the other paragraphs in Section 8 apply to laterals.

(b)

The lateral shall be connected to the sewer by means of a 45 degree angle branch or a 45 degree bend. A special fitting incorporating both the branch and the bend may be used provided that adequate stocks are available and can be easily obtained.

(c)

Where the depth of the sewer is less than 9 feet but greater than 4 feet, the Director may in his discretion permit the lateral to be laid at a gradient steeper than 1:30.

(d)

Where the sewer is more than 9 feet deep the lateral shall be connected to the sewer by a single or double vertical riser and the sewer shall be made using a 45 degree branch set vertically on the sewer and a 45 degree bend connecting the riser to the branch.

Manholes (a)

Manholes shall be provided at all horizontal and vertical changes in direction of the sewer and also on the straight sewer at a maximum interval of 300 feet. Their internal dimensions shall generally be 3 ft. 6in. by 3 ft. The materials of construction must be approved by the Director.

(b)

Manholes shall be design and constructed to AASHTO and ASTM Standards

(c)

Channels and benching and all interior surfaces in the manhole shall be smooth and free from obstructions.

(d)

Manholes greater than 5 feet deep shall be provided with ladders.

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815

816

(e)

Each manhole shall be provided with a heavy duty manhole cover frame and gas tight cover with a clear opening of 24 inches.

(f)

A drop pipe shall be provided for a sewer entering a manhole where the invert of the incoming sewer is more than 3 feet above the invert of the outgoing sewer.

(g)

To ensure bonding of the pipe to the concrete, all PVC pipes passing through the walls of the manholes shall be roughened.

TESTING OF SEWERS (a)

Testing and inspections of sewers shall be in line with IPC 2009 and the appropriate American Water Works Association guidelines.

(b)

All sewers shall be tested by the Developer before being backfilled or surrounded with concrete. They shall also be retested after backfilling.

(c)

Sewage pumping mains shall be tested in the manner described in Section 704.6 of this Code.

(d)

The Developer shall be responsible for meeting the cost of carrying out the testing of the sewer system to the satisfaction of the Director.

TESTING MANHOLES FOR WATERTIGHTNESS (a)

All pipes entering and leaving the manholes shall be plugged and the manhole shall be filled with water to 6 inches to the underside of the cover slab and shall remain filled for 24 hours. Sufficient water shall then be added for the surface of the water to regain its original level.

(b)

The level shall be observed for a period of 12 hours. The criterion for a successful test is that the water level should not fall in 12 hours to a lower level than in the

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opinion of the evaporation.

Director

could

explained

(c)

Should the test result be unsatisfactory the Developer shall correct the defects and the manhole shall be retested until a satisfactory test result has been obtained.

(d)

The Developer shall be responsible for meeting the cost of and for carrying out the testing of the manholes to the satisfaction of the Director.

817

SEWAGE TREATMENT PLANTS

817.1

General Requirements (a)

Prior to an application, the developer must agree with the Director of Planning and Chief Environmental Health Officer the specific design code that will be followed for the design and construction of the sewage treatment plant. This is to include the method of disposal of effluent. Sewage treatment plants should be designed and constructed in accordance with IPC 2009 and the associated International Private Sewage Disposal Code.

(b)

Complete data on the proposed treatment system must accompany all applications including: (i)

Engineerâ&#x20AC;&#x2122;s Report detailing the options that have been considered for treatment and the full details of the proposed treatment system.

(ii)

Prints of drawings including plans, sections, elevations and details.

(iii)

Specifications of equipment.

(iv)

Data sheet giving full details of design loading i.e.: flows, hydraulic loading and organic loading.

(v)

Maintenance schedule.

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(vi)

Method of disposal of effluent.

(c)

Facilities should be provided for the removal of grit and debris prior to the influent entering a pumping station or treatment plant. All pumps should be equipped with strainers capable of removing solids greater than provided for in the design of downstream processes.

(d)

The plant as designed must be capable of treating sewage to produce an effluent to the standards shown in Section 812 of this Code

(e)

The use of septic tanks as a form of sewage treatment is restricted in the Turks & Caicos Islands. Only small residential dwellings are allowed to utilise septic tanks. Approval must be obtained from the Director of Planning and Chief Environmental Health Officer for the use of septic tanks.

(f)

For small residential dwellings of appropriate scale, sewage may be discharged into a septic tank linked with a biological filter or with land drains or soakaway pit provided that:

(g)

(i)

If the system is connected to a proprietary tank or disposal system discharging an effluent approved by the Ministry of Health such effluent may be discharged directly from such tank or system and recycled for use as approved by the Ministry of Health.

(ii)

If the system is connected to a septic tank the effluent must be discharged into land drains or soakaway pits constructed in accordance with this Code and approved by the Ministry of Health.

Construction of cess pits will no longer be approved by the Ministry of Health.

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817.2

Approval of Plans Detailed plans and technical data as required as at 816.1a) will be reviewed by the Director and by the Board in consultation with the Ministry of Health. Approval of the Board for the installation of the sewage treatment system will be given only if all of the technical data supplied by the owner is satisfactory and if satisfactory arrangements have been made for the maintenance and repair of the system. The Board may require that stand-by systems for major components such as power plant be supplied.

818

SEPTIC TANKS AND SOAKAWAYS

818.1

Design of Septic Tanks (a)

The basic function of a plain settling or septic tank is to receive domestic sewage, partially treat it, segregate the solids, and discharge the liquid to a tile field or soakaway.

(b)

In order to provide for maximum solids removal, adequate tank capacity is necessary. The appropriate volume of the tank is a function of the amount of liquid being discharged into the tank.

(c)

The owner must confirm the proposed design and size of the septic tank with the Ministry of Health.

(d)

The septic tank shall be designed in accordance with IPC 2009 and the appropriate ASTM International design standard for septic tanks.

(e)

Septic tanks shall not be undersized nor be constructed in series as the velocity of flow through two identical tanks is the same as the velocity through one of them. This type of arrangement virtually doubles the velocity and results in the carryover of 70% of the suspended material. The heavier solids settle to the bottom forming a blanket of sludge and the lighter material rises to the surface to form a layer of scum.

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818.2

818.3

Location of Septic Tanks (a)

Tanks shall be located not less than 10 feet from any dwelling, including any veranda, porch or other projection.

(b)

To avoid potential contamination, tanks must be located an appropriate distance from water supply wells and drinking water sources. The developer must demonstrate by appropriate methods that the proposed location of the septic tank does not adversely impact existing water supply wells or drinking water sources.

(c)

Tanks shall be located where the largest possible area is available for the disposal of effluent either by soakaways or by leaching fields (land drains).

(d)

The location of the tank shall be such that the effluent from the tank shall not be in close proximity to the water supply line and shall be located below the water supply line.

(e)

Septic tanks must be accessible for maintenance.

Construction of Septic Tanks. (a)

818.4

Tanks shall be constructed in accordance with IPC 2009 and the associated International Private Sewage Disposal Code.

Soakaways (a)

Soakaways shall be used where sub-surface conditions allow. They shall never be used where there is a likelihood of contaminating underground water supplies and fresh water lenses.

(b)

The percolation criteria to be used in determining whether soakaways can be efficient in a given area is based on the rate of absorption of liquid waste and the area of the absorption surface.

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818.5

818.6

(c)

Soils with absorption rates of less than 1 inch in 30 minutes are unsuitable for soakaways.

(d)

Refer to the International Private Sewage Disposal Code (Soil Absorption Systems) for guidance on sizing and the installation of soakaways.

(e)

It is important that a test be carried out at each building site as soil types vary widely and the size of the pit depends on the type of soil and the volume of effluent to be absorbed.

Location of Soakaways (a)

No soakaway shall be within 6 feet of a site boundary or a building. Where two soakaways are to be constructed they shall be located not less than three times the largest of the surface dimensions apart.

(b)

To avoid potential contamination, soakaways must be located an appropriate distance from water supply wells and drinking water sources. The developer must demonstrate by appropriate methods that the proposed location of the soakaway does not adversely impact existing water supply wells or drinking water sources.

(c)

The area selected for construction shall be large enough to allow for additional pits in the event of a failure.

(d)

The location of the soakaways and the percolation test results must be approved by the Director.

Construction of Soakaways (a)

Refer to the International Private Sewage Disposal Code 2009 (Soil Absorption Systems) for guidance on the construction of soakaways.

(b)

The cover shall be made of reinforced concrete and be capable of withstanding loads of 100 lb. per sq.ft.

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818.7

Land Drains (tile field, or drain field) Refer to the International Private Sewage Disposal Code 2009 (Soil Absorption Systems) for guidance on the construction of land drains. The following takes precedent over the above guidance. Where land drains are used, the drains which are constructed of pipes with open joints or holes linked to septic tanks shall be laid in open areas not surfaced with impervious materials in accordance with the following requirements: (a)

Pipe trenches shall be a minimum width of 1’6”, a minimum depth of 3’0” and a maximum length 100’0”.

(b)

No pipe runs shall be located within 5’0” of one another or of a building or a site boundary.

(c)

To avoid potential contamination, land drains must be located an appropriate distance from water supply wells and drinking water sources. The developer must demonstrate by appropriate methods that the proposed location of the land drain does not adversely impact existing water supply wells or drinking water sources.

(d)

Pipes shall be a maximum length of 2’0” or alternatively shall have perforations or holes equal to not less than 20 percent of their surface area.

(e)

Pipes can be laid level on a minimum 6” bed of noncalcareous gravel.

(f)

Pipes shall be laid with 1/4” open joints and the joints shall be covered with strips of asphalt bonded building paper not less than 4” wide.

(g)

Trenches shall be backfilled with gravel to a minimum of 3” over the cover of the pipes.

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818.8

Recommended Length of Land Drains (a)

Where permeability tests on the pipe trenches give a water drop of not less than 4 inches an hour over a period of 24 hours, 1 foot run of pipes shall be allowed for each 8 gallons of septic tank capacity.

(b)

Where permeability tests on the pipe trenches give a water drop of 2inches to 4 inches an hour over a period of 24 hours, 1 foot run of pipe shall be allowed for each 4 gallons of septic tank capacity.

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SECTION 9 PLUMBING Contents 901

GENERAL

901.1 901.2 901.3

Scope Minimum Plumbing Facilities Definitions

902

GENERAL REQUIREMENTS

902.1 902.2 902.3 902.4 902.5 902.6 902.7 902.8 902.9

Supports and Hangers General Pipe support Protection of Pipes and Plumbing Systems Trenching, Excavation and Backfill Structural Safety Flood Hazard Resistance Washroom and Toilet Room Requirements Test and Inspections

903

Sanitary Drainage

903.1 903.2 903.3 903.4 903.5 903.6 903.7 903.8 903.9 903.10 More 903.11 903.12 903.13

General Drainage Piping Installation Pipe Materials Pipe Sizes Fixture Unit Ratings Workmanship Gradients and Self Cleaning Velocities Joints and Connections Clean-outs Offsets in Drainage Piping in Buildings of Five Stories or

904

PLUMBING FIXTURES

Sumps and Ejectors Health Care Plumbing Backwater Valves

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904.1 904.2 904.3 904.4 904.5 904.6 904.7 904.8 904.9 904.10 904.11 904.12 904.13 904.14 904.15 904.16 904.17

General Water Closets Flushing Cisterns Lavatory Basins/Sinks Shower Baths Drinking Fountains Dishwashing Machines Urinals Whirlpool Bathtubs Health Care Fixtures and Equipment Specialty Plumbing Fixtures Faucet and Other Fixture Fittings Flushing Devices for Water Closets and Urinals Installation Fixtures Traps Water Seals Floor Drains

905

VENTING SYSTEMS

906

ROOF DRAINAGE

907

INDIRECT AND SPECIAL WASTE

908

WATER SUPPLY AND DISTRIBUTION

909

WATER HEATERS

910

PIPES UNDER FLOORS AND WALLS

911

TRAPS, INTERCEPTORS AND SEPARATORS

912

SPECIAL PIPING AND STORAGE SYSTEMS

913

GRAY WATER RECYCLING SYSTEMS

2-35

SECTION 9 PLUMBING 901

General This section sets out the requirements for plumbing and drainage in buildings and the disposal of waste to a septic tank or main sewer where this exists.

901.1

Scope Refer to IPC

901.2

Minimum Plumbing Facilities Refer to IPC

901.3

Definitions Refer to IPC

902

GENERAL REQUIREMENTS

902.1

Supports and Hangers

902.2

General (a)

All horizontal piping shall be supported, anchored and adequately fixed to prevent sagging at each hub. For cast iron and copper piping, this shall be at 6 foot intervals, and for PVC and pitch fibre piping throughout its length.

(b)

Pipe hangers shall be fixed to stone, brickwork, block work or concrete by means of expansion type plugs.

(c)

Hangers shall be of the same material as the pipe, or if of a different material be insulated at areas of contact with the pipe to prevent electrolysis.

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(d)

902.3

Pipe Support (e)

902.4

Drains laid in unstable ground shall be adequately supported so as to prevent fracture of the pipe or loosening of the joints in the event of ground movement.

Refer to IPC

Protection of Pipes and Plumbing Systems Refer to IPC

902.5

Trenching, Excavation and Backfill Refer to IPC

902.6

Structural Safety Refer to IPC

902.7

Flood Hazard Resistance Refer to IPC

902.8

Washroom and Toilet Room Requirements Refer to IPC

2-37

902.9

Test and Inspections Refer to IPC

903

SANITARY DRAINAGE

903.1

General Refer to IPC

903.2

Drainage Piping Installation Soil and waste pipes shall be located and fixed in accordance with the following requirements: (a)

Branch pipes shall be located to provide for drainable of sanitary fixtures into vertical stacks or directly into manholes.

(b)

Vertical stacks shall be located to provide for drainage from branch pipes to manholes.

(c)

Connections to pipes shall be located to prevent cross flow from one connection to the other.

(d)

Connections to pipes and between pipes shall be made in direction of the flow.

(e)

Bends shall be of long radius where possible.

(f)

Open ends shall terminate not less than one foot above the building eaves level nor less than three feet above the head of any window ten feet away or less and shall be protected with a wire balloon of durable material.

(g)

Pipes shall be fixed with suitable brackets or straps and at a minimum distance of 1 foot from the wall surface. At least one fixing shall be provided for each unit length of pipe.

(h)

Sufficient cleaning eyes and access points shall be provided to enable all work to be cleaned by rodding. 2-38

They shall be located to allow proper clearance for the easy entry of cleaning rods and be provided with suitable tight covers. (i)

No drain pipe shall be routed over or through a potable water receptacle.

(j)

Changes of direction. Cleanouts shall be installed at each change of direction greater than 45 degrees in the building sewer, building drain and horizontal waste or soil lines. Where more than one change of direction occurs in a run of piping, only one cleanout shall be required for each 40 feet of developed length of the drainage piping.

(k)

No soil or waste pipe shall be fitted with double hubs, double tees or double yâ&#x20AC;&#x2122;s (without an access door).

(l)

No waste pipe shall discharge into a bend attached to a water closet bowl.

(m) Future Fixtures. Drainage piping for future fixtures shall terminate with approved cap or plug

903.3

(n)

Dead ends. In the installation or removal of any part of a drainage system, dead ends shall be prohibited. Cleanout extensions and approved future fixture drainage piping shall not be considered as dead ends.

(o)

All horizontal drains within building shall be provided with cleanouts located not more than 100 feet

Pipe Materials (a)

Refer to IPC

(b)

Black iron, galvanised iron or concrete pipes are not recommended for use as soil pipes.

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903.4

Pipe Sizes (a)

The diameter of pipes shall be consistent with the maximum load, but soil pipes shall not be less than 3 inches in diameter.

(b)

Waste water pipes shall not be less than 1-1/4 inches in diameter.

(c)

Table 9-1 establishes the maximum fixture unit load permitted for a given size of waste pipe under various conditions and shall be used to determine the required size of waste or soil pipe provided that: (i)

The fixture units are calculated from Table 9-2.

(ii)

Not more than one WC shall be connected to any one 3â&#x20AC;? diameter soil pipe.

(iii)

No branch pipe shall be smaller than the size of the fixture trap that is serves.

(iv)

No vertical stack shall be smaller than the largest branch pipe that it serves.

(v)

The gradient of a horizontal branch pipe shall be not less than 1:48.

(vi)

Not more than 4 WCs shall be connected to a branch pipe of diameter less than 4 inches with a gradient less than 1:12.

(vii)

Not more than 4 WCs shall be connected to any 3â&#x20AC;? diameter branch pipe or vertical stack.

(viii)

Not more than 50% of the maximum discharge unit load permitted for vertical stacks serving more than 2 storeys shall be discharged into the stack from any one branch pipe or in any one storey height.

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903.5

Fixture Unit Ratings Table 9-2 establishes the relative load value of various fixture units and shall be used in determining the required size of pipes for the fixtures being served. Refer to IPC 2009 whenever fixture is not listed in the Table 9-2.

903.6

903.7

903.8

Workmanship (a)

All plumbing shall be installed in a workmanlike manner.

(b)

After laying, soil and ventilating pipes shall be capable of withstanding smoke or air tests under pressure, have no bends, except where unavoidable, in which case bends shall be as obtuse as possible so as not to reduce the internal diameter of the pipe.

(c)

Soil/waste pipes shall not discharge effluent so as to cause dampness to any foundation or wall of a building.

Gradients and Self Cleaning Velocities (a)

Soil pipes shall be laid at a minimum gradient of 1:48 for 4 inch pipes and 1:60 for 6 inch pipes.

(b)

Waste pipes shall be laid at a minimum gradient of 1:30.

(c)

Self cleaning velocities would be achieved if velocities are approx. 2.5 feet per second with the pipe flowing 1/4 full.

Joints and Connections (a)

All joints and connections shall be of the same material as the main pipe and shall be air and water tight. They shall be constructed so as to allow the free flow of waste, and before commissioning, be swabbed and cleaned inside to avoid obstructions of the bore.

(b)

In joining soil pipes the spigot or grooved end of the pipe shall be laid in the direction of the flow or downstream. 2-41

(c)

903.9

Joints to soil pipes shall be as follows: (i)

For cast iron – socket made with hemp or yarn and metallic lead properly caulked.

(ii)

For pitch fibre – tapered couplings.

(iii)

For PVC – with a suitable fitting or sealed and welded with solvent cement.

(iv)

For vitrified clay/salt glazed ware – sockets made with tarred hemp or gasket and the remaining space filled with cement/sand mixture.

(d)

No coating or paint shall be applied before testing.

(e)

Where waste pipes are connected to soil pipes, all pipes are to be constructed in the same way and specified for soil pipes.

Clean-outs Every clean-out shall be equal in wall thickness to that of the pipe, be readily accessible, shall open opposite to the direction of flow or at right angles to it, and shall provide adequate space for cleaning.

903.10

Offsets in Drainage Piping in Buildings of Five Storeys or More Refer to IPC

903.11

Sumps and Ejectors Refer to IPC

903.12

Health Care Plumbing Refer to IPC

2-42

903.13

Backwater Valves Refer to IPC

904

PLUMBING FIXTURES

904.1

General Generally these shall be of smooth, hard, durable impervious and corrosion resistant materials free from flaws and blemishes.

904.2

904.3

Water Closets (a)

Water closet bowls shall be of vitreous china, vitreous glazed earthenware or other suitable material.

(b)

Water closet bowls shall be attached to the floor and/or wall and be fitted with a seat of smooth non-absorbent material.

(c)

The use of a separate well flushing system will reduce the use of fresh water from the cistern. All components of the salt water system shall be plastic or other suitable non corrosive material.

Flushing Cisterns Water closet systems shall have flush valves which are easily accessible for repairs, and flush pipes of not less than 1-1/4 inches in diameter. When low level cisterns are used, larger flush pipes are necessary.

904.4

Lavatory Basin/Sinks (a)

The top edge of every lavatory, basin or sink shall be fixed at a height above finished floor level suitable for the persons using the fixtures.

(b)

Fixtures for special use, such as for handicaps and for children, shall be mounted at the appropriate height for the particular application. 2-43

(c)

904.5

Every lavatory basin shall be provided with an overflow, connected to the building or inlet side of the trap.

Shower Baths Shower and tub outlets must not be less than 1-1/2 inches in diameter and be fitted with removable strainers. The use of â&#x20AC;&#x153;water-saverâ&#x20AC;? shower heads is encouraged.

904.6

Drinking Fountains Drinking fountains shall have orifices located above the highest overflow level of the receptacle and be shielded so that the drinker cannot put his/her lips on the orifice. Drinking fountains shall not be installed in public restrooms

904.7

Dishwashing Machines The water supply to a dishwashing machine shall be protected against backflow by an air gap or backflow preventer

904.8

Urinals (a)Substitution for water closets. In each bathroom or toilet room, urinals shall not be substituted for more than 67 percent of the required water closets in assembly and educational occupancies. Urinals shall not be substituted for more than 50 percent of the required water closets in all other occupancies. (b) Surrounding material. Wall and floor space to a point 2 feet in front of a urinal lip and 4 feet above the floor and at least 2 feet to each side of the urinal shall be waterproofed with a smooth, readily cleanable, nonabsorbent material.

904.9

Whirlpool Bathtubs Refer to IPC

904.10

Health Care Fixtures and Equipment 2-44

Refer to IPC 904.11

Specialty Plumbing Fixtures Water connections. Baptisteries, ornamental and lily pools, aquariums, ornamental fountain basins, swimming pools, and similar constructions, where provided with water supplies, shall be protected against backflow.

904.12

Faucet and Other Fixture Fittings Refer to IPC

904.13

Flushing Devices for Water Closets and Urinals Refer to IPC

904.14

Installation of Fixtures Refer to IPC

904.15

904.16

Traps (a)

Traps forming an integral part of plumbing fixtures shall be supplied with the fittings to which they are to be attached.

(b)

All fixtures connected to foul drainage shall be trapped as closely as possible to the fixture outlet.

(c)

No trap with partitions shall be used, and crown venting off the upper curve of an â&#x20AC;&#x153;Sâ&#x20AC;? trap is not permitted as this results in accumulations in the vent.

Water Seals All traps shall have a minimum water seal of 3 inches for soil and 2 inches for waste and be not less than 3 inches diameter for soil fixtures and 1-1/4 inches for waste water.

2-45

904.17

905

906

Floor Drains (a)

Floor drains connected to sanitary sewers shall be equipped with extra deep traps to prevent the seal from drying out. Drains in seldom used areas shall be equipped with an automatic filling device to keep the trap filled with water.

(b)

Drains shall not be routed through potable water cisterns.

Venting Systems (a)

All water closets shall have a vent pipe of not less than 2 inches in diameter. Vent pipes shall also be used when two or more waste fittings are connected to a soil or waste pipe.

(b)

Vent pipes shall be installed in accordance with Section 903.2 of this Code or extend to a greater distance as may be prescribed by the Director for unusual situation such as roof gardens.

(c)

Venting systems shall be in accordance with the International Plumbing Code or other Code approved by the Director.

(d)

Flashings at vent terminals shall be water tight. Vents shall preferably be fitted with a wire cage so as to permit free passage of air.

(e)

Drains shall be ventilated to prevent the accumulation of foul air and to maintain equal pressure inside and outside the system.

Roof Drainage (a)

Where parapets or curbs are constructed above the level of a roof, provision shall be made, such as by scuppers or similar positive outflow arrangements, to prevent rain water from accumulating on the roof in the event that the rain water drains or leaders become clogged. Where scuppers are installed they shall be not 2-46

less in area than twice the area required for the contributory downspout leaders and the bottom of the scupper shall be not more than 2 inches above the low point of the roof.

907

(b)

Refer to IPC 2009 for Roof drain and storm drainage sizing using 4.5 inch per hour Rainfall Rate,

(c)

Drain pipes including downpipes must be sized to accept rain water without overflowing. Efforts shall be made to prevent water from downpipes from running into adjoining properties. Plans for the disposal of storm water must be approved by the Director before construction is carried out.

(d)

Sumps and Pumping Systems. Refer to IPC

INDIRECT AND SPECIAL WASTE Refer to IPC

908

WATER SUPPLY AND DISTRIBUTION Refer to Section 7 of this Code and IPC

909

WATER HEATERS (a) Water heaters and storage tanks shall be Located and connected so as to provide access for observation, maintenance, servicing and replacement. (b) All hot water supply systems shall be equipped with automatic temperature controls capable of adjustments from the lowest to the highest acceptable temperature settings for the intended temperature operating range. (c) Water heaters shall be installed in accordance With the manufacturerâ&#x20AC;&#x2122;s installation instructions. Oil-fired water heaters shall conform to the requirements of this code and the International Mechanical Code. Electric water heaters shall conform to the requirements of this code and 2-47

provisions of NFPA 70. Gas-fired water heaters shall conform to the requirements of the International Fuel Gas Code. (d)

Clearances for maintenance and replacement. Appliances shall be provided with access for inspection, service, repair and replacement without disabling the function of a fire-resistance-rated assembly or removing permanent construction, other appliances or any other piping or ducts not connected to the appliance being inspected, serviced, repaired or replaced. A level working space at least 30 inches deep and 30 inches wide (762 mm by 762 mm) shall be provided in front of the control side to service an appliance.

(e)

Cold water line valve. The cold water branch line from the main water supply line to each hot water storage tank or water heater shall be provided with a valve, located near the equipment and serving only the hot water storage tank or water heater. The valve shall not interfere or cause a disruption of the cold water supply to the remainder of the cold water system. The valve shall be provided with access on the same floor level as the water heater served.

(f)

Water circulation. The method of connecting a circulating water heater to the tank shall provide proper circulation of water through the water heater. The pipe or tubes required for the installation of appliances that will draw from the water heater or storage tank shall comply with the provisions of this code for material and installation.

(g)

Relief valve. All storage water heaters operating above atmospheric pressure shall be provided with an approved, self-closing (levered) pressure relief valve and temperature relief valve or combination thereof. The relief valve shall not be used as a means of controlling thermal expansion. Such a valve shall not be directly connected to the drainage system and shall terminate not more than 6 inches above the floor or waste receptor.

2-48

910

911

PIPES UNDER FLOORS AND WALLS (a)

No part of a drain shall be laid under a building unless absolutely necessary.

(b)

Where a drain is laid under a floor, not being a suspended floor, it shall be laid in a straight line for its entire length beneath the building. But in no case shall the drain under the building be longer than 40ft.

(c)

Where drains are laid on piers, care must be taken to ensure than the piers are on sound foundation and be spaced not more than 8 feet apart.

(d)

Rodding and flushing eyes shall be easily accessible, shall open opposite to the direction of flow, and adequate space for rodding and flushing shall be provided.

(e)

No sanitary drain pipe should be routed through a cistern or other receptacle for potable water or in the slab covering the cistern or receptacle.

TRAPS, INTERCEPTORS AND SEPARATORS Refer to IPC

912

SPECIAL PIPING AND STORAGE SYSTEMS Refer to IPC

913

GRAY WATER RECYCLING SYSTEMS Refer to IPC

2-49

Table 9-1 Capacity of Pipes in Fixture Units (See Table 9-2) A

1-1/4

1-1/2

2-1/1

200

240

500

400

540

1,100

800

960

1,900

Size of pipe (diameter in inches)

Each horizontal branch (capacity)

Each vertical stack serving 2 storeys in height

Each vertical stack serving more than 2 storeys in height.

2-50

Table 9-2 Fixture Unit Ratings

Description of Fixture

Unit Rating

Bathtub (with or without shower)

Drinking fountain

Bidet

Flushing sink (cistern operated)

Flushing sink (flush valve operated)

Floor drain

Kitchen sink (up to 1-1/2” trap)

Kitchen sink (over 1-1/2” trap)

Laundry tub

Lavatory basin (up to 1-1/4” trap)

Lavatory basin (over 1-1/4” trap)

Showers (per shower head)

Washing machine (domestic)

Continuous flow fixture for each gal. per min.

Unspecified to 2” trap or drain

Unspecified to 3” trap or drain

Unspecified to 4” trap or drain

Urinal (cistern operated)

Urinal (flush valve operated)

Water closet (cistern operated)

Water closet (flush valve operated)

2-51

Table 9-3 Minimum Sizes of Traps (inches)

Description of Fixture

Size of Trap (ins.)

Bathtub

1-1/2

Bidet

1-1/2

Drinking fountain

1-1/4

Flushing sink

Floor drain

Kitchen sink

1-1/2

Kitchen sink (commercial)

Laundry tub

1-1/2

Lavatory basin (domestic)

1-1/2

Lavatory basin

1-1/2

Shower (with accessible trap)

1-1/2

Shower (with concealed trap)

Shower stall (2 to 4 heads)

2-1/2

Shower stall (over 12 heads)

Urinal

Water closet (siphonic action)

Water closet (wash down bowl)

3-1/2

Washing machines

1-1/2

2-52

SECTION 10 SOLID WASTE DISPOSAL Contents 1001

SCOPE

1002

COLLECTION SYSTEM

1003

STORAGE

1004

DISPOSAL

2-53

SECTION 10 SOLID WASTE DISPOSAL 1001

SCOPE This Section provides general guidelines to developers and builders on the disposal of solid waste (garbage and constructorâ&#x20AC;&#x2122;s waste material) from building sites and from new construction. This Section is not intended to replace existing Regulations for the handling and disposal of waste.

1002

COLLECTION SYSTEM The Developer is responsible for providing an adequate system for the collection and disposal of garbage and other solid wastes from the development. In areas where there are public collection systems, the Developer should make proper arrangements with the relevant agency for the collection and disposal of garbage.

1003

STORAGE Adequate facilities must be established to the satisfaction of the Director for the storage of garbage on site prior to collection. Refrigerated storage should be provided where there are large quantities of semi-liquid waste. The storage of all waste, including refrigerated waste must be carried out to the approval of the Ministry of Health.

1004

DISPOSAL (a)

Garbage and solid wastes must be disposed of at locations specified or approved by the Ministry of Health.

(b)

Waste should be disposed of at a properly established waste disposal facility and not by ordinary dumping or burning on site.

2-54

(c)

Disposal shall be carefully carried out and in a manner which avoids creation of a nuisance through breeding of flies and vermin. The dump should not present an unsightly appearance.

2-55

SECTION 11 ELECTRICAL INSTALLATIONS Contents 1101

GENERAL ELECTRICAL REQUIREMENTS

1101.1 1101.2 1101.3 1101.4 1101.5 1101.6 1101.7

Wiring and Protection Wiring Methods and Materials Equipment for General Use Special Occupancies Special Conditions Communications Systems Emergency Power

1102

ARTIFICAL LIGHTING

1103

LIGHTING PROTECTION

1104

FIRE ALARM SYSTEMS

2-56

SECTION 11 ELECTRICAL INSTALLATIONS 1101

GENERAL ELECTRICAL REQUIREMENTS (a)

All electrical installations must be carried out in accordance with the latest edition of NFPA 70 (the National Electrical code) published by the National Fire Protection Association of Boston, Massachusetts, United States of America. Reference must also be made to the National Electricity Safety Code published by the Institute of Electrical and Electronic Engineers Inc.

(b)

Constructors of buildings must be aware that an occupancy certificate will not be issued until a certificate of completion is granted by the electrical inspector in accordance with Section 6 of the Electricity Supply Regulations 1986.

(c)

No electrical work with main amperage of over 50 Amps shall be undertaken unless suitable drawings are submitted to the Electricity Commissioner before the work is undertaken by an Electrician or Professional Engineer or a recognised Electrical Engineering organisation, and the drawings shall include, but not be limited to, site plans, schematics, line diagrams, layout plans, and other such information as may be required by the Electrical Commissioner.

(d)

In order to satisfy the requirements of the Electrical Commissioner, the following must be carried out: (i)

All drawings must show the number of socket outlets for each circuit noting panel designation. Maximum branch circuit loading shall be per NFPA 70 (National Electrical Code). All drawings must show the number of light receptacles for each circuit noting panel designation. Maximum branch circuit loading shall be per NFPA 70 (National Electrical Code).

2-57

(ii)

All cookers/ovens must be fitted with a 60A cooker switch. Therefore all drawings must reflect this means of switching.

(iii)

All washing machines, A/C, storage water must be fitted with a 20A pilot light switch for the general switching and general maintenance purposes.

(iv)

All drawings must show Earth pits and/or main earthing arrangements including lightning protection.

(v)

All earth connections must be accessible and easily identified.

(vi)

All service entrance cable sizes must be reflected on the drawings including the panel sizes and main breaker size.

(vii)

All electrical panels must be fitted with a main breaker circuit separate from that provided at the meter socket.

(viii)

A panel schedule must be shown on all drawings reflecting all breakers trip setting, load information, and equipment identification.

(ix)

No wall mounted switches shall be fitted inside bathrooms; these switches shall be fitted outside at the entrances. No G.F.I. receptacles shall be fitted less than 2.5 feet away from face basins.

(x)

Perform a short circuit and arc flash coordination study to verify that equipment short circuit ratings are adequate and that maintenance personnel know what type of Personal Protective Equipment (PPE) is required to work on live electrical equipment.

2-58

1101.1

Wiring and Protection Refer to NFPA 70 (National Electrical Code) for requirements for the following: (a)

Branch Circuits

(b)

Feeders

(c)

Calculations

(d)

Services

(e)

Outside Branch Circuits and Feeders

(f)

Overcurrent Protection

(g)

Grounding and Bonding

(h)

Surge Arresters

2-59

1101.2

Wiring Methods and Materials Refer to the NFPA 70 (National Electrical Code) for requirements for the following: (a)

Wiring Methods

(b)

Conductor for General Wiring

(c)

Boxes

(d)

Low voltage Cables and conductors

(e)

Medium Voltage cable and conductors

(f)

Raceways

(g)

Bus-ways

(h)

Cable trays

(i)

Overhead Conductors

1101.3 Equipment for General Use Refer to the NFPA 70 (National Electrical Code) for requirements for the following: (a)

Switches

(b)

Receptacles

(c)

Luminaires

(d)

Motors and motor controllers

(e)

Air conditioning and refrigeration equipment

(f)

Transformers

2-60

(g)

Phase Converters

(h)

Capacitors

(i)

Resistors and Reactors

(j)

Storage Batteries

(k)

Equipment over 600V

1101.4 Special Occupancies Refer to the NFPA 70 (National Electrical Code) for requirements for the following: (a)

Hazardous Locations

(b)

Commercial Garages, Repair Storage

(c)

Aircraft Hangers

(d)

Motor Fuel Dispensing Facilities

(e)

Bulk Storage Plants

(f)

Natural and Artificially Made Bodies of Water

(g)

Integrated Electrical Systems

(h)

Solar Photovoltaics (PV) System

(i)

Fuel Cell Systems

(j)

Small Wind Electric Systems

(k)

Fire Pumps

2-61

1101.5

Special Conditions Refer to the NFPA 70 (National Electrical Code) for requirements for the following:

1101.6

(a)

Emergency Systems

(b)

Interconnected Electric Power Production

(c)

Critical Operations Power Systems (COPS)

(d)

Circuits and Equipment Operating at Less Than 50 Volts

(e)

Remote Control, Signalling, and Power Limited Circuits

(f)

Instrumentation Tray cable

(g)

Fire Alarm

(h)

Optical Fibre Cable and Raceways

Communications Systems Refer to the NFPA 70 (National Electrical Code) for requirements for the following: (a)

Communication Circuits

(b)

Radio and Television Equipment

(c)

Community Antenna Television and Radio Distribution Systems

(d)

Network Powered Broadband Communications Systems

(e)

Premises Systems

Powered

2-62

Broadband

Communications

1101.7

Emergency Power Refer to the IBC: 2009 Section 2701for emergency power requirements required for each type of occupancy.

1102

ARTIFICIAL LIGHTING Artificial lighting where required shall be in accordance with the IBC, NFPA 70 and Illuminating Engineering Society (IES) of North America.

1103

1104

LIGHTNING PROTECTION (a)

A lightning risk assessment shall be carried out per Appendix H of the NFPA 780 Standard for the Installation of Lightning protection Systems to determine if a lightning protection system is recommended to be installed.

(b)

Lightning protection systems shall be in accordance with the latest edition of NFPA Standard 78.

FIRE ALARM SYSTEMS A fire alarm system shall be required based IBC: 2009 Section 907requirements and installed per NFPA 72.

2-63

SECTION 12 MECHANICAL INSTALLATIONS Contents 1201

Mechanical Equipment and Systems

1202

Ventilation Requirements

1202.1 1202.2 1202.3 1202.4 1202.5

Natural Ventilation Mechanical Ventilation Enclosed Parking Garages Systems Control Ventilation of Uninhibited Spaces

1203

Exhaust Systems

1203.1 1203.2 1203.3 1203.4 1203.5 1203.6 1203.7 1203.8 1203.9 1203.10 1203.11 1203.12 1203.13 1203.14

Required Systems Motors and Fans Clothes Dryer Exhaust Domestic Kitchen Exhaust Equipment Commercial Kitchen Hood Ventilation System Ducts and Exhaust Equipment Commercial Kitchen Hoods Commercial Kitchen Makeup Air Fire Suppression Systems Hazardous Exhaust Systems Dust, Stock and Refuse Conveying Systems Sub-slab Soil Exhaust Systems Smoke Control Systems Energy Recovery Ventilation Systems

1204

Refrigeration

1204.1 1204.2 1204.3 1204.4 1204.5 1204.6

General System Requirements Refrigeration System Classification System Application Requirements Machinery Room, General Requirements Machinery Room, Special Requirements 2-64

1204.7 1204.8 1204.9

Refrigerant Piping Field Test Periodic Testing

1205

Boilers, Water Heaters and Pressure Vessels

1205.1 1205.2 1205.3 1205.4 1205.5 1205.6 1205.7 1205.8 1205.9 1205.10. 1205.11

General Water Heaters Pressure Vessels Boilers Boiler Connections Safety and Pressure Relief Valves and Controls Boiler Low-water Cut-off Steam Blowoff Valve Hot Water Boiler Expansion Tank Gauges Tests

1206 Specific Appliances, Fireplaces and Solid-Fuel Burning Equipment and Heat Rejection Equipment 1206.1 1206.2 1206.3 1206.4 1206.5 1206.6 1206.7 1206.8 1206.9 1206.10. 1206.11 1206.12 1206.13 1206.14 1206.15 1206.16 1206.17 1206.18 1206.19 1206.20 1206.21

General Masonry Fireplaces Factory-built Fireplaces Pellet Fuel-burning Appliances Fireplace Stoves and Room Heaters Factory-built Barbecue Appliances Incinerators and Crematories Cooling Towers, Evaporative Condensers and Fluid Coolers Vented Wall Furnaces Floor Furnaces Duct Furnaces Infrared Radiant Heaters Clothes Dryers Sauna Heaters Engine and Gas Turbine-powered Equipment and Appliance Pool and Spa Heaters Cooking Appliances Forced-air, Warm-air Furnaces Conversion Burners Unit Heaters Vented Room Heaters 2-65

1206.22 1206.23 1206.24 1206.25 1206.26 1206.27

Kerosene and Oil-fired Stoves Small Ceramic Kilns Stationary Fuel Cell Power Systems Masonry Heaters Gaseous Hydrogen Systems Radiant Heating Systems

1207

Equipment Identification and Installation

1208

Ducts

1208.1 1208.2 1208.3 1208.4 1208.5 1208.6 1208.7 1208.8 1209

Service Ducts Air Ducts Plenums Duct Construction and Installation Insulation Air Filters Smoke Detection Systems Control Duct and Transfer Openings Hydroponic Piping

1209.1 1209.2 1209.3 1209.4 1209.5 1209.6 1209.7 1209.8 1209.9

General Material Joints and Connections Pipe Insulation Valves Piping Insulation Transfer Fluid Tests Embedded Piping

1210

Combustion, Chimneys and Venting, Fuel-Burning Equipment, and Fuel-Oil Piping and Storage

1210.1 1210.2 1210.3

Combustion Air Chimneys & Vents Fuel-Oil Piping & Storage

1211

Solar Systems

1211.1 1211.2 1211.3 1211.4

General Installation Heat Transfer Fluids Materials 2-66

1212

Elevators, Escalators and Conveying Systems

2-67

SECTION 12 MECHANICAL INSTALLATIONS 1201

MECHANICAL EQUIPMENT & SYSTEMS Air Conditioning and other mechanical ventilating systems shall be done in accordance with the following: International Mechanical Code, manufacturer’s installation recommendation. The standard of installation must be equal to that approved by the American Society of Heating, Refrigeration and Air-conditioning Engineers (ASHRAE) and in accordance the NFPA Standard 90A – Air-Conditioning Systems. (a)

General Refer to IBC

(b)

Definitions Refer to IBC

(c)

General Regulations (i)

General The following sections shall comply with IMC

(ii)

Protection of Structure Comply with IMC

(iii)

Equipment & Appliance Location Comply with IMC

(iv)

Installation

2-68

Comply with IMC (v)

Piping Support Comply with IMC

(vi)

Access and Service Space Comply with IMC

(vii)

Condensate Disposal Comply with IMC

(viii)

Clearance Reduction Comply with IMC

(ix)

Temperature Control Comply with IMC

(x)

Explosion Control Comply with IMC

(xi)

Smoke & Heat Vents Comply with IMC

(xii)

Heating and Cooling Load Calculations Comply with IMC

1202

Ventilation Requirements The ventilation requirements for each space are per ASHRAE 62.1 for commercial and ASHRAE 62.2 for residential as well as the IMC. The following subsections are governed by IMC.

2-69

(a)

1202.1

A minimum of at least 2 complete air changes per hour shall be induced for any normally occupied room or enclosed space not covered by ASHRAE and not subject to other codes for exhaust rates

Natural Ventilation Comply with IMC

1202.2

Mechanical Ventilation Comply with IMC

1202.3

Enclosed Parking Garages Comply with IMC

1202.4

Systems Control Comply with IMC

1202.5

Ventilation of Uninhibited Spaces Comply with IMC

1203

Exhaust Systems (a)

At least 3 complete air changes per hour shall be induced for any internal lavatory or bathroom and at least 12 complete air changes per hour for any kitchen, and in both cases the ventilating systems shall be separate and distinct from any other ventilating system installed in the building.

(b)

Extract systems shall be capable of handling at least 75 percent of the total fresh air supply per hour. All equipment shall be installed in such a way that it is readily accessible for inspection and repair, and all refrigerant condensers and/or receivers installed in association with systems containing more than 10 lb. of refrigerant shall be supplied with relief valves of 2-70

adequate size ventilating to open air at a suitable protected point.

2-71

1203.1

Required Systems

The following systems shall be governed by IBC and IMC 1203.2

Motors and Fans Comply with IMC

1203.3

Clothes Dryer Exhaust Comply with IMC

1203.4

Domestic Kitchen Exhaust Equipment Comply with IMC

1203.5

Commercial Kitchen Hood Ventilation Comply with IMC

1203.6

System Ducts and Exhaust Equipment Comply with IMC

1203.7

Commercial Kitchen Hoods Comply with IMC

1203.8

Commercial Kitchen Makeup Air Comply with IMC

1203.9

Fire Suppression Systems Comply with IMC

1203.10 Hazardous Exhaust Systems Comply with IMC

2-72

1203.11 Dust, Stock and Refuse Conveying Systems Comply with IMC 1203.12 Sub-slab Soil Exhaust Systems Comply with IMC 1203.13 Smoke Control Systems Comply with IMC 1203.14 Energy Recovery Ventilation Systems Comply with IMC 1204`

REFRIGERATION

1204.1

General The following systems shall be governed by IBC and IMC

1204.2

System Requirements Comply with IMC

1204.3

Refrigeration System Classification Comply with IMC

1204.4

System Application Requirements Comply with IMC

1204.5

Machinery Room, General Requirements Comply with IMC

1204.6

Machinery Room, Special Requirements

2-73

Comply with IMC 1204.7

Refrigerant Piping Comply with IMC

1204.8

Field Test Comply with IMC

1204.9

Periodic Testing Comply with IMC

1205

BOILERS, WATER HEATERS, and PRESSURE VESSELS

1205.1

General

Electric or fossil-fuelled water heaters should be limited to public health and plumbing devices, such as lavatories, showers, hospitals, and kitchen cooking. Water heating where desired for pools, spas, and other non-essential use shall be provided by solar-thermal means or other renewable resources. The total energy required for any nonessential water heating and associated pumping shall be provided by renewable energy and not grid electric or fossil fuels. The following systems shall be governed by IBC: 2009 and IMC 1205.2

Water Heaters Comply with IMC

1205.3

Pressure Vessels Comply with IMC

1205.4

Boilers Comply with IMC

1205.5

Boiler Connections 2-74

Comply with IMC 1205.6

Safety and Pressure Relief Valves and Controls Comply with IMC

1205.7

Boiler Low-water Cut-off Comply with IMC

1205.8

Steam Blowoff Valve Comply with IMC

1205.9

Hot Water Boiler Expansion Tank Comply with IMC

1205.10 Gauges Comply with IMC 1205.11 Tests Comply with IMC 1206 SPECIFIC APPLIANCES, FIREPLACES & SOLID-FUEL BURNING EQUIPMENT, AND HEAT REJECTION EQUIPMENT 1206.1

General The following systems shall comply with IBC and IMC 2012

1206.2

Masonry Fireplaces Comply with IMC

1206.3

Factory-built Fireplaces Comply with IMC 2-75

1206.4

Pellet Fuel-burning Appliances Comply with IMC

1206.5

Fireplace Stoves and Room Heaters Comply with IMC

1206.6

Factory-built Barbecue Appliances Comply with IMC

1206.7

Incinerators and Crematories Comply with IMC

1206.8

Cooling Towers, Evaporative Condensers and Fluid Coolers Comply with IMC

1206.9

Vented Wall Furnaces Comply with IMC

1206.10 Floor Furnaces Comply with IMC 1206.11 Duct Furnaces Comply with IMC 1206.12 Infrared Radiant Heaters Comply with IMC 1206.13 Clothes Dryers Comply with IMC 2-76

1206.14 Sauna Heaters Comply with IMC 1206.15 Engine and Appliances

Gas

Turbine-powered

Comply with IMC 1206.16 Pool and Spa Heaters Comply with IMC 1206.17 Cooking Appliances Comply with IMC 1206.18 Forced-air, Warm-air Furnaces Comply with IMC 1206.19 Conversion Burners Comply with IMC 1206.20 Unit Heaters Comply with IMC 1206.21 Vented Room Heaters Comply with IMC 1206.22 Kerosene and Oil-fired Stoves Comply with IMC 1206.23 Small Ceramic Kilns Comply with IMC 2-77

Equipment

and

1206.24 Stationary Fuel Cell Power Systems Comply with IMC 1206.25 Masonry Heaters Comply with IMC 1102.26 Gaseous Hydrogen Systems Comply with IMC 1206.27 Radiant Heating Systems Comply with IMC 1207

1208

EQUIPMENT IDENTIFICATION AND INSTALLATION (a)

All equipment shall be provided with a legible and securely attached permanent sign giving the name of the piece of equipment and the names and addresses of the manufacturer and the installing contractor.

(b)

All equipment shall be installed in such a way that it is readily accessible for inspection, servicing and repair. Equipment shall be accessible a permanently installed door or access hatch, large enough openings to remove any filters, coils or motors without harm to maintenance personnel.

DUCTS

No void or concealed space within a building shall be used as an integral part of a duct system. Ducts shall conform fully with the requirements of this Code, NFPA 70, the latest SMACNA Duct Construction Handbook, and IMC 2012. 1208.1

Service Ducts (a)

All service ducts passing through floors and walls other than chases and pipe sleeves of not more than 2-78

50sq.inches. in area shall conform with the fire resistance requirements of Section 3 if this Code for such floors and walls unless the whole of the free space within the duct is filled to the thickness of the floor or wall with non-combustible barrier material to give a fire resistance rating not less than that of the floor or wall through which the duct passes.

1208.2

1208.3

(b)

Common ducts may be used for the accommodation of different services provided that adequate precautions are taken in the location of services in relation to one another and provided that the spacing and arrangements of pipes and cables is such that one does not interfere with access to another.

(c)

All service ducts shall be large enough to give adequate access to all cleaning eyes, stopcocks and other controls, for the inspection modification or repair of all services accommodated.

Air Ducts (a)

All air ducts shall be constructed of non-combustible materials with no openings other than those essential to the proper functioning and servicing of the system.

(b)

Any air duct passing through fire division walls or fire division floors and/or ceilings shall be provided with automatic fire doors or shutters having a fire resistance rating not less than that of the wall or floor through which the duct passes.

Plenums Comply with IMC

1208.4 Duct Construction and Installation Comply with IMC 1208.5

Insulation 2-79

Comply with IMC 1208.6

Air Filters Comply with IMC

1208.7 Smoke Detection Systems Control Comply with IMC 1208.8

Duct and Transfer Openings Comply with IMC

1209 HYDRONIC PIPING 1209.1

General This section is for use when HVAC systems use hydronic piping as a means of heat transfer. The following sections shall comply with IMC 2012.

1209.2

Material Comply with IMC

1209.3

Joints and Connections Comply with IMC

1209.4

Pipe Insulation Pipe Insulation must be used for all piping installations. Comply with IMC 2-80

1209.5

Valves Comply with IMC

1209.6

Piping Installation Comply with IMC

1209.7

Transfer Fluid Comply with IMC

1209.8

Tests Comply with IMC

1209.9

Embedded Piping Comply with IMC

1210

COMBUSTION, CHIMNEYS & VENTING, FUEL-BURNING EQUIPMENT, & FUEL-OIL PIPING & STORAGE The following shall comply with IMC 2012.

1210.1

Combustion Air Shall comply with IMC requirements for combustion air, chapter 7

1210.2

Chimneys & Vents Shall comply with IMC requirements for chimneys and vents, chapter 8

2-81

1210.3

Fuel-Oil Piping & Storage Fuel pol piping, joints and connections, piping supports, system installation, gauges, valves, and testing shall comply with IMC requirements for Fuel Oil Piping and Storage, chapter 13

1211

SOLAR SYSTEMS Solar systems shall be used for heating domestic water whenever possible, and are required for any nonessential water heating use.

1211.1

General Comply with IMC

1211.2

Installation Comply with IMC

1211.3

Heat Transfer Fluids Comply with IMC

1211.4

Materials Comply with IMC

1212

Elevators, Escalators and Conveying Systems (a)

General Requirements â&#x20AC;&#x201C; refer to the IBC: 2009 Chapter 30. And in addition: All electric lifts, elevators and escalators shall be of proprietary manufacture. The installation shall be carried out by an approved specialist contractor and the construction, installation and maintenance shall be in accordance with recognised standards of good practice 2-82

as described in the ANSI/ASME A117.1 Safety Code for Escalators and Elevators, ASHRAE Handbooks and in the latest NFPA Fire Codes. (b)

Hoistway Enclosure – Refer to IBC: 2009 Chapter 30.

(c)

Emergency Operations – Refer to the IBC: 2009 Chapter 30.

(d)

Hoistway Venting – refer to the IBC: 2009 Chapter 30.

(e)

Conveying Systems – refer to the IBC: 2009 Chapter 30.

(f)

Machine Rooms – Refer to the IBC: 2009 Chapter 30.

(g)

Fire Rated Service Access Elevator – Refer to the IBC: 2009 Chapter 30.

(h)

Occupant Evacuation Elevators – Refer to the IBC: 2009 Chapter 30.

2-83

Part 3

Structures

Containing:

Section

Title

Page

Loads

3-1

Excavations and Foundations

3-33

Timber Construction

3-52

Concrete Block Construction

Plain and Reinforced Concrete

3-97

Structural Steel

3-125

3-1

and

Masonry

3-74

3-2

SECTION 13 LOADS Contents 1301

General

1301.1 1301.2 1301.3 1301.4 1301.5 1301.6 1301.7 1301.8 1301.9 1302

Definitions Basis of Design Unit Dead Loads Unit Live Loads Special Loads Minimum Concentrated Loads Roof Live Loads Reductions of Imposed Loads Posting of Live Loads Wind Loads

1302.1 1302.2 1302.3 1302.4 1302.5

Basis of Design Basic Reference Wind Speed Wind Uplift and Overturning Moment Wind-Borne Debris Alternate Method for Low-Rise Buildings

1303 1303.1

Earthquake Loads Basis of Design

1304

Flood Loads

1305 1305.1 1305.2

Load Tests Conditions Requiring Load Tests Acceptability Criteria

1306 Load Combinations 1306.1 Notations 1306.2 Load combinations using strength design or Load and Resistance Factor Design 1306.3 Load combinations using Allowable Stress Design

3-1

SECTION 13 LOADS 1301

GENERAL

1301.1

Definitions Refer to Section 2 of this Code

1301.2

Basis of Design (a)

Any system or method of design or construction shall admit of a rational analysis in accordance with well-established principles of mechanics and sound engineering practices.

(b)

All buildings and structures and all parts thereof shall be designed and constructed to be of sufficient strength to support the estimated or actual imposed dead, live, wind and any other loads both during construction and after completion of the structure, without exceeding the stresses for the various materials specified in this Code. The designer shall consider the possibility of extraordinary concentrated loads being applied to the system.

(c)

All floor and roof systems shall be designed and constructed to transfer horizontal forces to such parts of the structural frame as are designed to carry these forces to the foundations.

(d)

Anchorage of the roof to walls and columns, and of walls and columns to foundations, shall be provided to resist uplift and sliding forces that result from the application of prescribed loads in accordance with IBC: 2009 Section 1604.8.

(e)

Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections and lateral drift and to comply with the serviceability requirements given in IBC: 2009 Section 1604.3.

(f)

Lateral force resisting systems shall meet seismic detailing requirements prescribed in this code, even when wind load effects are greater than seismic load effects.

(g)

Each building and structure shall be assigned an occupancy category in accordance with Table 13-9. Where a building is 3-2

occupied by occupancies that fall into more than one category, it shall be assigned the higher occupancy category. 1301.3

Unit Dead Loads The unit weights of basic materials used in the calculation of dead loads shall preferably be based on properly substantiated information. Where this is not available, the values given in Appendix C or in IBC: 2009.

1301.4

Unit Live Loads Table 13-7 of this Code shall be used to determine the minimum live loads to be imposed on various types of floors. These loads shall be applied in such a manner as to produce the most severe stresses.

1301.5

Special Loads (a)

No building or part thereof shall be designed for live load less than the loads specified in section 1301.4 of this Code

(b)

The live loads set forth therein shall be assumed to include ordinary impact but where loading involves unusual impact or vibration from machinery, loads shall be increased in accordance with IBC: 2009 Section 1607.8

(c)

Tanks and their contents where maximum heights and densities are well defined may be treated as fluid load when using the loading combinations defined in IBC: 2009 Section 1605.

(d)

Where partitions are shown on the plans their actual weights should be included in the dead load. To provide for partitions where their positions are not shown on the plans the beams and the floor slabs, where these are capable of effective lateral distribution of the load, should be designed to carry, in addition to other loads, a uniformly distributed load per sq.ft. of not less than 10 percent of the weight per foot run of the finished partition, but not less than 20 lb. per sq.ft. if the floor is used for office purposes. Where such effective distribution is not provided (e.g. in the case of precast slabs without topping concrete) special provisions shall be made.

(e)

Public garages and commercial or industrial buildings in which passenger cars are placed, used or stored shall be designed for the uniform and concentrated loads given in Table13-7. 3-3

Garages that may contain trucks, busses or other large vehicles shall be designed in accordance with IBC: 2009 Section 1607.6. (f)

Parapets and Balustrades. All Parapets, Balustrades, Handrails and Guards shall be designed to resist a single concentrated load of 200 pounds in any direction at any point along the top, and the following uniform loads, whichever produces a greater loading effect:

1301.6

(i)

Light access stairs, gangways and the like: not more than 2’0” wide – 15 lb. per foot run.

(ii)

Stairways, landings and balconies, domestic – 25 lb. per foot run.

(iii)

All other stairways, landings and balconies and all parapets and handrails to roofs – 50 lb. per foot run.

(iv)

Where crowds can panic it may be desirable for all stairways, landings and balconies and all parapets and handrails in public buildings to be designed for horizontal loads of 200 lb. per foot run.

private

and

(i)

In all cases, the wind load, if greater in effect, must be allowed for.

(j)

Where design loads are not given in this code loads from IBC shall be used.

Minimum Concentrated Loads Floors and other similar surfaces shall be designed for the uniformly distributed loads per 1301.4 or the concentrated loads given in table12-1, whichever produces the greater loading effect. Unless otherwise specified the concentrated load shall be applied over an area 2½ feet by 2½ feet, and located wherever produces the greatest loading effect in a given structural member.

1301.7

Roof Live Loads (a)

Table13-7 shall be used to determine roof live loads for design purposes.

(b)

Roof covering. 3-4

To provide for loads incidental to maintenance, all roof covering (other than glass) at a slope less than 45 degrees should be capable of carrying load of 300 lb. concentrated on any 8â&#x20AC;? square at normal stress. 1301.8

1301.9

Live and Dead Load Reductions (a)

Uniformly distributed floor live loads may be reduced using the procedures in IBC: 2009 Sections 1607.9.1 or 1607.9.2, but shall not exceed the maximum reductions given in Table 13-8 of this Code.

(b)

Live loads for parking garages, or design live loads in excess of 100 psf, shall not normally be reduced except as permitted by IBC: 2009 section 1607.

(c)

Roof live loads shall not normally be reduced except where permitted in IBC: 2009 section 1607.11.2.

Posting of Live Load Notices The Director may require owners of buildings in Group A to cause to be fixed in a conspicuous position on each floor, plaques stating the permitted imposed load and the permitted occupancy intent of that floor or of that part of that floor.

3-5

1302

WIND LOADS

1302.1

Basis of Design

1302.2

(a)

Buildings and structures and every portion thereof shall be designed and constructed to resist the wind pressure arising from hurricane activity in the region. In addition to wind pressures on cladding and structural members, wind-borne debris poses an additional risk to safety in Turks and Caicos.

(b)

The wind forces on a structure are the result of a combination of factors including wind speed, exposure factor, aerodynamic shape of the structure, and - for slender or flexible structures dynamic response factor.

(c)

This section of the code outlines the reference basic wind speed for Turks and Caicos to be used in conjunction with ASCE 7-05 wind loading procedures (Chapter 6). Wind pressures for simple diaphragm buildings of up to 25ft high have also been provided within this chapter.

(d)

Wind forces shall be applied with all possible combination of loads, including those in Section 2 of ASCE 7-05. Where wind loads are considered to be the dominant load effect in a given combination, a minimum load factor of 1.6 shall be applied to wind loads.

(e)

Wind effects need not be combined with seismic forces. Wind loads on roofs of buildings need not be combined with live loading.

(f)

This code is not applicable for bridges, tele-communication masts, roofs of more than 100ft clear span, and flexible structures with the first natural mode of vibration of less than 0.5Hz. Specialist advice should be sought for the design of such structures.

Basic Reference Wind Speed (a)

The basic reference 3-second gust wind speed at 10m height for all parts of Turks and Caicos is 124 mph (55 m/s), taken as Vb of ASCE 7-05.

3-6

(b)

Importance factor, I, shall be taken as follows; Building Category (see Section 3 of this code)

Importance factor,I

Groups A, B, E, F, H, I, R(a) 1.2 and R(b) All other structures not listed 1.0 above

1302.3

(c)

The above reference wind speed and importance factors should be used to estimate wind loads on main wind-force resisting systems and cladding in accordance with ASCE 7-05.

(d)

It is not permissible to take any sheltering effect into account when estimating wind loads.

Wind Uplift and Overturning Moment (a)

For most low-rise buildings and structures, the highest uplift (suction) occurs at or near the corners of the roof and walls. Inadequate tie-downs and restraints at roof corners can lead to damage to the roof structure, which can then change the internal pressure within the building create a significant safety risk.

(b)

Particular attention shall be given to cladding restraints in corners zones shown in Figure 13.1 below. It is recommended that a higher density of nails or tie-downs are used to secure the roof and its cladding at the edge and corner zones shown in Figure 13.1, based on the wind loads determined from this code.

(c)

Galvanized hurricane straps or other similar protection systems against hurricane effects may be employed in cases where the wind load effect (e.g. uplift, overturning moment, etc.) exceeds dead load effect. Refer to material sections for guidance on hurricane protection. Further guidance on the use of such hurricane protection measures can be found in publications such as FEMA 499, ASCE 7-05 and 7-10 and others.

3-7

Corner Zones Edge Zones Figure 13.1 Typical zones of high wind uplift (suction) 1302.4

1302.5

Wind-Borne Debris (a)

All glazing elements located within 60ft from local ground level shall either be ‘impact resistant’ according to the requirements of ASTM E1886 and ASTM E1996, or be fitted with impactresistant shutters.

(b)

Where this is not feasible, the glazing that is not impact resistant shall be treated as an opening and the building shall be classified as ‘partially open’ or ‘open’ in accordance with Section 6.1 of ASCE 7-05, depending on the total area of glazing. The internal pressure and net loads on roof and walls should be increased accordingly.

(c)

Stone aggregate shall not be used on roofs of buildings.

Alternate Method for Low-Rise Buildings (a)

For low-rise buildings which satisfy the following requirements, net wind pressures summarized in Table 13-1 can be used for design of cladding and structural frame; i. Simple diaphragm buildings of not more than 25ft in height and not more than 50ft in width in any direction, 3-8

ii. Buildings which are not within 25ft of buildings of similar height or taller, iii. All glazing elements are either protected against windborne debris, as described in section 1302.4 of this Code, or less than 4 ft2 in total glazed area on each wall, iv. The building either has a flat roof, a gable roof with a slope ≤ 45 , or a hip roof with ≤ 27 , (b)

Wind loads in Table 13.1 are to be applied using the load combinations given in section 1306, and in accordance with the four load cases illustrated in Figure 6-9 of ASCE 7-05. Table 13-1 Net wind pressures for low-rise buildings conforming to the requirements of 1302.5(a)

Roof Cladding, within 5ft of the corner or edge

- 105 psf

Roof Cladding, >5ft away from the corner or edge

+ / - 55 psf

Roof Overhangs or Parapets

- 130 psf

Cladding on Walls, within 5ft from the wall edge

+ / - 55 psf

Cladding on Walls, >5ft away from the wall edge

+ / - 40 psf

Structural Frame - Walls

+ / - 30 psf

Structural Frame – Roof

+ / - 40 psf

For all other buildings and structures ASCE 7-05 principles shall be used in conjunction with the reference wind speed provided in 1302.2 (a) for determining wind loads and their effects. Pressures based on Exposure Category C – reference IBC: 2009 sections 1609.4.3

3-9

1303

EARTHQUAKE LOADS

1303.1

Basis of Design (a)

The Turks and Caicos Islands is a region of moderate seismicity. The instrumental record indicates that 18 earthquakes have occurred within 150km of the islands between 1962 and 2012. Major earthquakes that occur along the Caribbean plate boundary to the south have also been felt in the Turks and Caicos Islands. There is no known historical evidence of structural damage from past earthquakes at the time of writing of this code. 路路

(b)

To address the risk posed by the seismic hazard in the Turks and Caicos Islands, buildings and structures shall be designed and constructed in accordance with the seismic provisions of the IBC: 2009 and ASCE 7-05.

(c)

Figures 13.2 and 13.3 of this Code present maps of the short period (SS) and 1-second period (S1) seismic coefficients that should be used instead of Figures 22-1 and 22-2 from ASCE 705. Table 13.2 of this Code presents the seismic coefficients for the principal towns in the Turks and Caicos Islands

3-10

Table 13-2 Seismic Coefficients Island

Town

Grand Turk

Cockburn Town

0.59

0.24

Salt Clay

Balfour Town

0.64

0.25

South Caicos

Cockburn Harbour

0.55

0.22

East Caicos

Jacksonville

0.48

0.19

Middle Caicos

Lorimers, Bambara

0.47

0.19

Conch Bar

0.46

0.18

Bottle Creek, Kew

0.45

0.18

Greenwich, Point, Whitby

0.44

0.17

The Bight, Five Cays

0.45

0.18

Blue Hills

0.44

0.18

Yankee Town

0.46

0.19

North Caicos

Providenciales

West Caicos

3-11

Sandy

Figure 13.2 â&#x20AC;&#x201C; Maximum Considered Earthquake Ground Motion for Turks & Caicos Islands of 0.2sec Spectral Acceleration (5% Critical Damping), Site Class B

Figure 13.3 â&#x20AC;&#x201C; Maximum Considered Earthquake Ground Motion for Turks & Caicos Islands of 1.0sec Spectral Acceleration (5% Critical Damping), Site Class B

3-12

(d)

Refer to Section 1613.5.5 of IBC: 2009 and Chapter 20 of ASCE 7-05for determining the soil site class. Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site.

(e)

Table13-3 presents the Fa and Fv site coefficients.

3-13

Table 13-3 Values of Site Coefficients Fa & Fva Site Class

Ss 0.25

ď&#x201A;Ł Ss 0.50

= Ss 0.75

= S1 0.10

ď&#x201A;Ł S1 0.20

= S1 = 0.3

0.8

1.0

1.2

1.1

1.7

1.6

1.5

1.6

1.4

1.2

2.4

2.0

1.8

2.5

1.7

1.2

3.5

3.2

2.9

Note b

a. Use straight-line interpolation for intermediates values for mapped spectral response accelerations S S and S1. b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7-05.

(f)

Soils can be vulnerable to failure or collapse under seismic loading. One such cause is soil liquefaction, defined as a temporary loss of strength due to cyclic loading and increased pore water pressure in the soil. Liquefaction occurs in saturated soils so the depth to ground water is important. Soils that fall into Site Class F are particularly vulnerable to these effects but layers of vulnerable soil could also affect the performance of structures where the site falls into other site classes. Table 13.4 of this Code gives general guidance on susceptibility of liquefaction for different types of geomorphology.

3-14

Table 13-4 Susceptibility of geomorphological units to liquefaction (Iwasaki et al. 1982)i Rank

Geomorphological unit

Liquefaction Potential

Present river bed, old river bed, Likely swamp, reclaimed land, inter dune lowland

Fan, natural levee, sand dune, flood Possible plain, beach, other plains

Terrace, hill, mountain

Not Likely

Table 13-4 does no obviate the need for field and laboratory tests. Particle size distribution tests plus the Standards Penetration Test of granular soils would provide a more confident determination of the liquefaction potential. (g)

The maximum considered earthquake spectral response acceleration for short periods, SMS, and at 1-second period, SM1, adjusted for site class effects shall be determined by Equations 13-1 and 13-2, respectively: SMS = FaSS

(Equation 13-1)

SM1 = FvS1

(Equation 13-2)

where: Fa = Site coefficient defined in Table 13-3 of this Code. Fv = Site coefficient defined in Table 13-3 of this Code. SS = The mapped spectral accelerations for short periods given in Table 13-2 and Figure 13.2of this Code S1 = The mapped spectral accelerations for short periods given in Table 13-2 and Figure 13.3of this Code.

3-15

(h)

Five-percent damped design spectral response accelerations at short periods, SDS, and at 1-second period, SD1, shall be determined from Equations 13-3 and 13-4, respectively: SDS = (2/3) SMS

(Equation 13-3)

SD1 = (2/3) SM1

(Equation 13-4)

where: SMS = The maximum considered earthquake spectral response accelerations for short period as determined in Section 1303.1 (g). SM1 = The maximum considered earthquake spectral response accelerations for 1-second period as determined in Section 1303.1 (g). (i)

The Seismic Design Category shall be determined using Tables 13-5(1) and 13-5(2). If the Simplified Design Procedure according to Section 12.14.1 of ASCE 7-05is used, only Table13-5(1) need be considered to determine the Seismic Design Category. Refer to Section 1303.1 (l) for the requirements that need to be met to use the Simplified Design Procedure.

3-16

Table 13-5(1) Seismic Design Category based on short-period response accelerations Occupancy Categorya

Value of SDS

I or II

III

SDS< 0.167g

0.167g< SDS <0.33g

0.50g< SDS

Refer to Table 13-6 of this Code for definition of Occupancy Category. Table 13-5(2)

Seismic Design Category based on 1-second response accelerations Occupancy Categorya

Value of SD1

I or II

III

SD1< 0.067g

0.067g< SD1 <0.133g

0.133g< SD1 <0.20g

0.20g< SD1

Refer to Table13-6 of this Codefor definition of Occupancy Category.

3-17

Table 13-6 Seismic Importance Factors Occupancy Category

I or II

1.0

III

1.25

1.5

The Turks and Caicos Island region, being of moderate seismicity, falls into either Seismic Design Category C or D, depending on the level of seismicity, occupancy category and soil site class. The Seismic Design Category determines which structural systems with different levels of ductility are allowed by code and their corresponding structural detailing requirements. Refer to Table 12.2-1 of ASCE 7-05. If using the Simplified Design Procedure, refer to Table 12.14-1 of ASCE 7-05. Nonductile systems such as unreinforced masonry, plain concrete shear walls, ordinary concrete moment frames are not permitted in Turks and Caicos. Ordinary reinforced masonry walls are permitted in Seismic Design Category C for structures up to 160 feet in height. (j)

To select the analysis procedure, refer to Table 12.6-1 Permitted Analytical Procedures of ASCE 7-05. It is recommended that the Equivalent Lateral Force Analysis Procedure be used where allowed by ASCE 7-05.

(k)

Equivalent Lateral Force Procedure & Design Base Shear. The seismic base shear, V, in a given direction shall be determined in accordance with the following equation: V = Cs W

(Equation 13-5)

where:

3-18

Cs = the seismic response coefficient determined accordance with Equations 13-6 & 13-7 below.

W = the effective seismic weight per Section 12.7.2 of ASCE 705. The seismic response coefficient, Cs, shall be determined in accordance with Equation 13-6: Cs = SDS/(R/I)

(Equation 13-6)

where: SDS = the design spectral response acceleration parameter in the short period range as determined from 1303.1 (h) of this Code. R = the response modification factor in Table 12.2-1 of ASCE 7-05. I = the occupancy importance factor determined in accordance with Table 13-6 in 1303.1 (i) of this code. The value of Cs computed in accordance with Equation 13-6 need not exceed the following: Cs = SD1/T(R/I)

(Equation 13-7)

Cs shall not be less than 0.01. where I and R are as defined for Equation 13.6 and SD1 = the design spectral response acceleration parameter at a period of 1.0 s, as determined from 1303.1(h) of this Code T = the fundamental period of the structure(s) determined in Section 11.4.5 of ASCE 7-05. The vertical distribution of seismic forces shall be in accordance with Section 12.8.3 of ASCE 7-05. If the Simplified Design Procedure is used seismic base shear shall be calculated as given in 1303.1(l) of this Code. (l)

Simplified Design Procedure 3-19

The simplified design procedure is permitted to be used if the following limitations are met: (i)

The structure shall qualify for Occupancy Category I or II in accordance with Table 13-4 of this Code.

(ii)

The site class, defined in 1330.1 (d) of this Code and Chapter 20 of ASCE 7-05, shall not be class E or F.

(iii)

The structure shall not exceed three stories in height above grade.

(iv)

The seismic-force resisting system shall be either a bearing wall system or building frame system, as indicated in Table 12.14-1 of ASCE 7-05.

(v)

The structure shall have at least two lines of lateral resistance in each of two major axis directions.

(vi)

At least one line of resistance shall be provided on each side of the centre of mass in each direction.

(vii)

For structures with flexible diaphragms, overhangs beyond the outside line of shear walls or braced frames shall satisfy the following:

a â&#x2030;¤ d/5 where: a = the distance perpendicular to the forces being considered from the extreme edge of the diaphragm to the line of vertical resistance closest to that edge d = the depth of the diaphragm parallel to the forces being considered at the line of vertical resistance closest to the edge (viii)

For diaphragms that are not considered flexible, the distance between the centre of rigidity and the centre of mass parallel to each major axis shall not exceed 15 percent of the greatest width of the diaphragm parallel to that axis. In addition, Equation 12.14-2 of ASCE 7-05 must be checked. Equation 12.14-2 of ASCE 7-05 need not be checked if a structure fulfils all the following limitations: 3-20

ď&#x20AC; The arrangement of walls or braced frames is symmetric about each major axis direction. ď&#x20AC; The distance between the two most separated lines of walls or braced frames is at least 90 percent of the dimension of the structure perpendicular to that axis direction. ď&#x20AC; The stiffness along each of the lines considered for item 2 above is at least 33 percent of the total stiffness in that axis direction.

(ix)

Lines of resistance of the lateral force-resisting system shall be oriented at angles of no more than 15o from alignment with the major orthogonal horizontal axes of the building

(x)

The simplified design procedure shall be used for each major orthogonal horizontal axis direction of the building.

(xi)

System irregularities caused by in-plane or out-of-plane off-sets of laterals force-resisting elements shall not be permitted.

EXCEPTION: out-of-plane offsets of shear walls are permitted in two-story buildings of light-frame construction provided that the framing supporting the upper wall is designed for seismic force effects from overturning of the wall amplified by a factor of 2.5. (xii)

The lateral-load-resistance of any story shall not be less than 80 percent of the story above.

The seismic base shear for the Simplified Design Procedure shall be determined in a given direction in accordance with Equation 13-8: (Equation 13-8) where: SDS = FaSs Where Fa is permitted to be taken as 1.0 of rock sites, 1.4 for soil sites, or determined in accordance with Section 11.4.3 of ASCE 705. For the purpose of this section, sites are permitted to be considered to be rock if there is no more than 10 ft. (3m) of soil between the rock surface and the bottom of spread footing or mat 3-21

foundation. In calculation SDS, SS shall be in accordance with Section11.4.1of ASCE 7-05, but need not be taken larger than 1.5. F = 1.0 for one-story buildings F = 1.1 for two-story buildings F = 1.2 for three-story buildings R =the response modification factor from Table 12.14-1 of ASCE 7-05. W = effective seismic weight of structure that shall include the total dead load and other loads listed in the following text:  In areas used for storage, a minimum of 25 percent of the floor live load (floor live load in public garages and open parking structures need not be included)  Where provision for partitions is required by Section 4.2.2 of ASCE 7-05 in the floor load design, the actual partition weight, or a minimum weight of 10 psf (0.48kN/m2) of floor area, whichever is greater.  Total operating weight of permanent equipment.

The vertical distribution of forces at each level shall be calculated using the following equation: Fx = (wx/W) V

(Equation 13-9)

where wx = the portion of the effective seismic weight of the structure, W, at level x. Refer to Section 12.14 of ASCE 7-05 for the full requirements of the Simplified Design Procedure. 1304

FLOOD LOADS Where buildings are located in a flood plain as identified on maps approved by the Director, or in any location where there is a greater than 1% chance of flooding in any year, buildings should be 3-22

designed in accordance with ASCE 24, Flood resistant Design and Construction. 1305

LOAD TESTS

1305.1

Conditions Requiring Load Tests Whenever there is insufficient evidence of compliance with the provisions of this Code or evidence that any material or any construction does not conform to the requirements of this Code, or in order to substantiate claims for alternate materials or methods of construction, tests as proof of compliance shall be made at the expense of the owner or his agent by an approved agency.

1305.2

Acceptability Criteria Testing shall be carried out in accordance with IBC: 2009 section 1714 or section 1715 as appropriate.

1306

LOAD COMBINATIONS Buildings and other structures and portions thereof shall be designed to resist the basic load combinations given in section 1306.2 or 1306.3 of this Code. Where thermally induced loads, fluid pressure loads, or other loads not defined below are to be included, or where increases in allowable material stresses are used, the appropriate load combinations from IBC: 2009 section 1605 shall be used.

1306.1

Notations D = Dead Load E = Combined effect of horizontal and vertical earthquake induced forces H = Load due to lateral earth pressures, ground water pressures or pressure of bulk materials L = Live loads, except roof live load, including any permitted live load reduction 3-23

Lr = Roof live load W = Load due to Wind Pressures 1306.2

Load combinations using strength design or Load and Resistance Factor Design 1.4D 1.2D + 1.6(L + H) + 0.5 Lr 1.2D + 1.6Lr + (f1L or 0.8W) 1.2D + 1.6W + f1L + 0.5Lr 1.2D + 1.0E + f1L 0.9D + 1.6W + 1.6H 0.9D + 1.6W + 1.6H Where: f1

= 1.0 for floors in places of public assembly, for live loads in excess of 100 pounds per square foot, and for parking garage loads, and 0.5 for other live loads

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1306.3

Load combinations using Allowable Stress Design D D+ H+L D + H + 0.75L + 0.75Lr D + H + (W or 0.7E) D + H + 0.75(W or 0.7E) + 0.75L + 0.75Lr 0.6D + W + H 0.6D + 0.7E + H Increases in allowable stresses specified in the appropriate material chapter or referenced section shall not be permitted with these load combinations.

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Table 13-7 Minimum Uniformly Distributed Live loads and minimum concentrated loads Occupancy or Use 1. Apartments (see residential) 2. Access floor systems Office Use Computer Use 3. Armories and drill rooms 4. Assembly areas and theatres Fixed seats (fastened to floor) Follow spot, projections and control rooms Lobbies Moveable seats Stages and Platforms Other Assembly Areas

Uniform(psf) –

Concentrated (lbs) –

50 100 150

2,000 2,000 –

60 50 100 100 125 100

–

same occupancy h served

5. Balconies (exterior) and decks

as – – 300 –

6. Bowling alleys 7. Catwalks 8. Cornices 9. Corridors, except as otherwise indicated 10. Dance halls and ballrooms 11. Dining rooms and restaurants 12. Dwellings (see residential) 13. Elevator machine room grating (on area of 4 in2) 14. Finish light floor plate construction 2 (on area of 1 in ) 15. Fire escapes On single-family dwellings only 16. Garages (passenger vehicles only) Trucks and buses 17. Grandstands (see stadium and arena bleachers) 18. Gymnasiums, main floors and balconies

75 40 60 100 100 100 –

19. Handrails, guards and grab bars

See section 1301.5 (f)

20. Hospitals Corridors above first floor Operating room, laboratories Patient Rooms

80 60 40

1,000 1,000 1,000

21. Hotels (see residential)

–

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– –

– – – – 300 200

100 – 40 40 Note a See section 1301.5 (e) –

–

100

–

22. Libraries Corridors above first floor Reading rooms Stack rooms 23. Manufacturing Light Heavy 24. Marquees 25. Office buildings Corridors above first floor File and computer rooms shall be designed for heavier loads based on anticipated occupancy Lobbies and first-floor corridors Offices 26. Penal institutions Cell blocks Corridors 27. Residential One- and two-family dwellings Uninhabitable attics without storage Uninhabitable attics with limited storage Habitable attics and sleeping areas All other areas Hotels and multi-family dwellings Private rooms and corridors serving them Public rooms and corridors serving them 28. Reviewing stands, grandstands and bleachers 29. Roofs All roof surfaces subject to maintenance workers Awnings and canopies Fabric construction supported by a light weight rigid skeleton structure All other construction Ordinary flat, pitched, and curved roofs Primary roof members, exposed to a work floor Single panel point of lower chord of roof trusses or any point along primary structural members supporting roofs: Over manufacturing, storage ware houses, and repair garages All other occupancies Roofs used for other special purposes Roofs used for promenade purposes Roofs used for roof gardens or assembly purposes

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80 60 150b

1,000 1,000 1,000

125 250 75

2,000 3,000 –

80 -

2,000 -

100 50

2,000 2,000

40 100

–

10 20 30 40

–

40 100 Note c

– 300

5 Non-reducible 20 20

2,000

Note l 60 100

300 Note l

30. Schools Classrooms Corridors above first floor First-floor corridors 31. Scuttles, skylight ribs and accessible ceilings 32. Sidewalks, vehicular driveways and yards, subject to trucking 33. Skating rinks 34. Stadiums and arenas Bleachers Fixed seats (fastened to floor) 35. Stairs and exits One- and two-family dwellings All other 36. Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Light Heavy 37. Stores Retail First floor Upper floors Wholesale, all floors 38. Vehicle barriers 39. Walkways and elevated platforms (other than exit ways) 40. Yards and terraces, pedestrian

40 80 100

1,000 1,000 1,000

– 250d

200

100

–

100c 60c

–

8,000e

Note f 40 100

– 125 250

100 75 125

1,000 1,000 1,000

See Section 1607.7 of the IBC 60 – 100

–

Notes to Table13-7 a. Floors in garages or portions of buildings used for the storage of motor vehicles shall be designed for the uniformly distributed live loads or the following concentrated loads: (1) for garages restricted to vehicles accommodating not more than 9 passengers, 3,000 pounds acting on an area of 4.5 inches by 4.5 inches; (2) for mechanical parking structures without slab or deck which are used for storing passenger vehicles only, 2,250 pounds per wheel. b. The loading applies to stack room floors that support non-mobile, double-faced library book stacks, subject to the following limitations: 1) The nominal book stack unit height shall not exceed 90 inches; 2) The nominal shelf depth shall not exceed 12 inches for face; and 3) Parallel rows of double-face book stacks shall be separated by aisles not less than 36 inches wide. c. Design in accordance with the ICC Standard on Bleachers, Folding and Telescopic Seating and Grandstands. d. Other uniform loads in accordance with an approved method which contains provision for truck loadings shall also be considered where appropriate. e. The concentrated wheel load shall be applied on an area of 20 square inches. f. Minimum concentrated load on stair treads (on area of 4 square inches) is 300 pounds. h. See section 1604.8.3 of the IBC: 2009for decks attached to exterior walls.

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l. Roofs used for other special purposes shall be designed for appropriate loads as approved by the building official

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Table 13-8 Maximum Reductions of Total Live Floor Loads on Columns Number of Floors Carried

Maximum Percent Reduction of Live Load above the Member Under Consideration

Roof

Roof and two floors

Roof and three floors

Roof and four floors

Roof and five or more floors

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Table13-9 Occupancy category of Buildings and Other Structures Occupancy Category

Nature of Occupancy

Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to:  Agricultural Facilities  Certain temporary Facilities  Minor storage Facilities

Buildings and other structures except those listed in Occupancy Categories I, III and IV

III

Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to:  Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300  Buildings and other structures containing elementary schools, secondary school or day care facilities with an occupant load greater than 250  Buildings and other structures containing adult education facilities, such as colleges and universities with an occupant load greater than 500  Group I-2 occupancies with an occupant load of 50 or more residential patients but not having surgery or emergency treatment facilities  Group I-3 occupancies  Any other occupancy with an occupant load greater than 5000  Power generating stations, water treatment facilities for potable water, waste water treatment facilities and other public utility facilities not included in Occupancy Category IV  Buildings and other structures not included in Occupancy Category IV containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released

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Table13-9 (cont.) Occupancy Category

Nature of Occupancy

Buildings and other structures designated as essential facilities, including but not limited to:  Group I-2 occupancies having surgery or emergency treatment facilities  Fire, rescue, ambulance and police stations and emergency vehicle garages  Designated earthquake, hurricane or other emergency shelters  Designated emergency preparedness, communications and operations centres and other facilities required for emergency response  Power generating stations and other public utility facilities required as emergency backup facilities for Occupancy Category IV structures  Structures containing highly toxic materials as defined by IBC:2009 section 307 where the quantity of the material exceeds the maximum allowable quantities ofIBC:2009 table 307.1(2)  Aviation control towers, air traffic control centres and emergency aircraft hangars  Buildings and other structures having critical national defence functions  Water storage facilities and pump structures required to maintain water pressure for fire suppression

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SECTION 14 EXCAVATIONS AND FOUNDATIONS Contents 1401

EXCAVATIONS

1401.1 1401.2 1401.3

General Permanent and Construction Excavations Enforcement

1402

BEARING CAPACITY OF SOIL

1402.1 1402.2

Soil Investigation Wind and Earthquake

1403

SOIL BEARING FOUNDATIONS

1403.1 1403.2 1403.3

General Continuous Footings Isolated Footings

1404

CONCRETE SLABS ON FILL

1405

PILED FOUNDATIONS

1405.1 1405.2 1405.3 1405.4 1405.5 1405.6 1405.7 1405.8

General Allowable Piles Timber Piles Precast Concrete Piles Pre-stressed Concrete Piles Cast-In Place Concrete Piles Steel Piles Special Piles or Special Conditions

1406

FOUNDATION BEAMS

1407

SEAWALL AND BULKHEADS

1407.1 1407.2

General Design Criteria 3-33

1408

CAISSONS

1408.1 1408.2

General Design Criteria

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SECTION 14 EXCAVATIONS AND FOUNDATIONS 1401

EXCAVATIONS

1401.1

General Until provisions for permanent support have been made all excavations shall not be entered and be properly guarded and protected so as to prevent the same from being dangerous to life and property (Refer to Section 603 of this Code). All excavation, grading and fill, shall comply with the requirements of IBC: 2009 section 1804.

1401.2

Permanent and Temporary Construction Excavations No permanent excavations shall be made nor shall any construction excavations be left on any lot or lots which will endanger adjoining property or buildings or be a menace to public health or safety. Any such excavations made or maintained shall be properly drained and such drainage provisions shall function properly as long as the excavation exists. Permanent excavations shall have retaining walls of steel, masonry, concrete or similar approved material of sufficient strength to retain the lateral thrust of the surrounding material together with any surcharged loads.

1301.3

Enforcement Where, in the opinion of the Director, an unsafe condition may result or damage may occur as the result of an excavation, he may order the work stopped or may approve the work of excavation subject to such limitations as he may deem necessary.

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1402

BEARING CAPACITY OF SOIL

1402.1

Soil Investigations Plans for new buildings or additions shall bear a statement as to the nature and character of the soil under the structure. Where the bearing capacity of the soil is not known or is in question, the design engineer shall arrange for an examination of subsoil conditions such as by borings and other tests. Soil investigations shall be carried out by a professionally qualified or approved engineer suitably qualified and experienced in such investigations. The investigation shall meet the requirements of IBC: 2009 section 1803, including the additional requirements of 1803.5.11 and 1803.5.12 for higher seismic design categories. Plate load tests shall be used only to supplement other subsoil investigations. The design capacity of the soil should be substantiated by recognised tests, analyses and procedure. For the purposes of conceptual design only, Table 14-1 may be used as a guide in estimating the allowable bearing capacities of supporting soils.

1402.2

Wind and Earthquake All allowable soil-bearing values specified in Section 14of this Code may only be increased by one-third in calculations for wind or earthquake loading when combined with vertical loads using the alternate load combinations given in IBC: 2009 section 1605.3.2. When using the basic load combinations given in section 1306.3 of this Code no increase in stress is permitted. It should be noted that in certain types of soils, for example, silty water-logged soils, liquefaction might occur and should be investigated as required by IBC: 2009 section 1803.5.

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1403

SOIL BEARING FOUNDATIONS

1403.1

General Footings shall be so designed that the soil pressure should be reasonably uniform to minimise differential settlement. The preferred material for the construction of footings is concrete. All shallow foundation systems shall comply with the requirements of IBC: 2009 section 1809 except where permitted otherwise by this section.

1403.2

Continuous Footings (a)

Footings under walls shall be continuous or continuity otherwise provided and shall not be less than required to keep the soil pressure within that set forth in Table 14-1 nor less than the minimum sizes set forth in Table 14-2 of this Code.

(b)

All concrete footings shall be adequately reinforced, the minimum allowable amount of steel reinforcement being 0.15 percent of the gross cross-sectional area of the concrete. Where footings are 30â&#x20AC;? or more in width, transverse reinforcement designed to resist bending at the face of the foundation wall shall be provided. Reinforcing bars (including links) shall be provided with a minimum of 2â&#x20AC;? of concrete cover or in accordance with Table 17-2.

(c)

Excavations for continuous footings shall be cut true to line and level and the sides of footings shall be shuttered, except where soil conditions are such that the sides of the excavation stand firm and square. Excavations shall be made to firm bearing.

(d)

Continuous footings shall be placed level and any changes in the level of such footings shall be made with a vertical tie of the same cross-section and design as the footings.

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(e)

Note:

Continuous footings on which the centre of gravity of the loads falls outside of the middle one-third shall be considered eccentric and provision shall be made to limit the soil pressure at the edges to allowable values by means of counter-balancing or by other approved methods.

The sizes given in the Table are to be used with caution as the characteristics of soils vary considerably and all soils should be analysed before designing the foundation. Based on soil investigations as set forth in section 1402.1 of this code the footing sizes may be changed with the allowable bearing values and loads are taken into account, but the minimum width of a footing under the main wall of a building shall not be less than 16” nor less than 8” more than the width of the foundation wall.

1403.3

Isolated Footings (a)

Dimensions for an isolated footing shall be not less than 9” deep and 18” square. Isolated footings in soils having low lateral restraint shall be provided with adequate bracing to resist movement.

(b)

An isolated footing on which the centre of gravity of the load falls outside the middle one-third of any line passing through the centre of gravity of the footing shall be considered eccentric, and provision shall be made to limit the soil pressure at the edges by means of straps or other approved methods.

(c)

Where isolated footings support reinforced concrete columns, starter bars, equivalent in number and area to the column reinforcement, and having lengths not less than 30 diameters above and below the joints, shall be provided in the footing. Where the footing depth does not allow straight bars, standard bends will be allowed. Such starter bars, or anchor bolts as are required for steel columns, shall be held to proper level and location during the concreting of the footing by templates or by other approved methods.

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1404

CONCRETE SLABS ON FILL (a)

Where it is proposed to place concrete slabs directly on the supporting soil, a sub-grade shall have first been prepared by removing all top soil, organic matter and debris and the sub-grade and fill shall be thoroughly compacted by approved mechanical methods. All fill placed under slabs shall be clean and free of debris and other deleterious materials. The maximum size of rock in compacted fill shall be 4” in diameter. For cases of heavy loading special compaction tests may be required.

(b)

Concrete floor slabs placed directly on the supporting soil shall be of an appropriate thickness for the loads intended but in any case not less than 4”, and shall be reinforced with not less than 0.15 percent of the gross cross-sectional area of the concrete in the slab. The reinforcement shall be placed in the upper half of the slab.

(c)

Where a concrete slab is supported by a foundation wall or continuous footing, the slab shall be reinforced for a distance of not less than 2’6” out from support with a minimum area of 0.3 percent of the gross cross sectional area of the concrete in the slab placed in the upper half of the slab.

(d)

Refer to WRI/CRSI ‘Design of Slab-on-Ground Foundations’, for further details of slab on grade construction (Wire Reinforcement Institute and, Concrete Reinforcing Steel Institute).

1405

PILED FOUNDATIONS

1405.1

General (a)

Piled foundations shall be designed and supervised by a professionally qualified or approved engineer suitably qualified and experienced in such design.

3-39

Piles used for the support of any building or structure shall be constructed to a resistance and penetration in accordance with the plans and/or specifications and as set forth herein. All piled and other deep foundation systems shall comply with the requirements of IBC: 2009 section 1810 except where permitted otherwise by this section. (b)

Piles may be jetted only if permitted by the engineer. Immediately after completion of jetting, the pile shall be driven below the depth jetted to the required resistance but not less than 1’0”. No jetting will be permitted that may be detrimental to existing adjacent structures or to piles that have been driven.

(c)

Column action. All piles standing unbraced in air, water, or material not capable of providing lateral support, shall be designed as columns. Such piles constructed in firm ground may be considered fixed and laterally supported and 5’0” below the ground surface unless otherwise prescribed by the design engineer after a foundation investigation by a competent agency approved by the Director.

(d)

When isolated columns and other loads are supported on piles a minimum of three piles shall be used for such support unless lateral bracing is provided at the pile cap to ensure stability. Should a pile be loaded eccentrically so as to produce an overload on any pile more than 10 percent of the allowable load, footing straps or other approved methods shall be required to counteract the effect of eccentric loading.

(e)

The minimum centre-to-centre spacing of friction piles shall be not less than 3’6” or the perimeter of the piles whichever is greater. For piles deriving their resistance from end bearing, the minimum centre spacing of the piles shall be not less than 2’6” or twice the least width, whichever is greater. The spacing of piles shall be such that in no case the average load on the supporting stratum may exceed the safe bearing value of that stratum. 3-40

(f)

It is advisable that piles shall not be driven closer than 4â&#x20AC;&#x2122;0â&#x20AC;? to an existing building or structure, unless special consideration is given to the properties of the soil and to the structure of the existing building.

(g)

Group action. Consideration shall be given to the reduction of allowable pile load when piles are placed in groups. Where soil considerations make such load reductions advisable or necessary, the allowable axial load determined for a single pile shall be reduced by any rational method or formula.

1405.2

(h)

Piles in subsiding areas. Where piles are constructed through subsiding fills or other subsiding strata and derive support from underlying firmer materials, consideration shall be given to the downward frictional forces which may be imposed on the piles by the subsiding upper strata.

(i)

The engineer or other competent person approved by the Director supervising the pile-driving operations shall be required to keep an accurate record of the material and the principal dimensions of each pile; the weight and fall of the hammer, if a sing-acting or drop hammer; the size and make, operating pressure, length of hose, number of blows per minute and energy per blow, if a double-acting hammer; together with the average penetration of each pile for at least the last five blows, and the levels at tip and cut-off. A copy of these records shall be files and kept with the plans.

(j)

All piles shall be designed so that lifting and handling stresses shall not exceed allowable working stresses, as specified. Stresses during driving may exceed these stresses by not more than 100 percent.

Allowable Loads (a)

General. The allowable axial and lateral loads on piles shall be determined by an approved formula, by load

3-41

tests, or by a foundation investigation by a competent agency. (b)

Where a dynamic pile formula is used the allowable compressive load shall be determined in accordance with IBC: 2009 section 1810.3.3.1.1

(c)

When the allowable axial load of a single pile is determined by a load test, the test shall be evaluated using one of the methods permitted by IBC: 2009 section 1810.3.3.1.3. In any event, the maximum settlement should not exceed 0.01 in./ton gross settlement or 0.025 in net settlement (where net settlement is the difference between gross and recovery).

1405.3

(d)

Where the ultimate resistance of a friction pile is determined by soil tests, the soil investigation and laboratory tests shall be carried out by a competent agency.

(e)

Table14-3 shall be used to determine the minimum factor of safety to be used in calculating the allowable axial load on a pile.

Timber Piles (a)

Timber piles shall be of one piece of approved timber containing no evidence of decay, free from short kinks or reverse bends and having uniform taper from butt to tip. A straight line drawn from the centre of the butt to the centre of the tip shall lie wholly within the body of the pile. The diameter of round piles shall be not less than 6 inches at the tip and not less than 10 inches 3 feet from the butt, for piles which are 25â&#x20AC;&#x2122;0â&#x20AC;? or less in length. For piles which exceed 25 feet in length, the diameter at the tip shall be not less than 8 inches; and at 3 feet from the butt, the diameter shall be not less than 12 inches.

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1405.4

(b)

No piles which have a spiral grain exceeding one complete turn in 40’0” shall be used. Squared timber piles less than 8” square shall not be used.

(c)

Untreated wood piles shall not be used, except piles made of timber which has been shown to be resistant to termites and wood borers. The approval of the Director shall be sought for the use of timbers for piling.

(d)

All other piles shall be pressure-treated in accordance with the requirements of Section 14 of this Code.

(e)

The allowable stress in timber piles shall not exceed those permitted in Table 14-4 of this Code.

Precast Concrete Piles (a)

The manufacture of precast concrete piles shall conform in all respects to Section 17 of this Code; concrete shall conform to not less than the requirements of standard mix ST4 (Table 17-2) for normal or easy driving, and of mix ST5 for hard driving and for all piles used in marine work.

(b)

All piles shall be reinforced with not less than 4 longitudinal steel bars having an area of not less than 1.25 percent and not more than 4 percent of the gross cross-sectional area of the pile. All the main longitudinal bars shall be of uniform size and length. Joints in longitudinal bars, if unavoidable, shall be made by full-strength butt-welding.

(c)

For requirements of transverse reinforcement in the form of hoops or links, refer to ACI 318 21.12.4.4.

(d)

All reinforcement, including binding wire, shall be protected by at least 1-1/2” of concrete cover except that for piles subjected to the action of open water, waves or other severe exposure 2-1/2” cover shall be provided.

(e)

The compressive stress imposed on driven piles shall not exceed those permitted in Table 14-4 of this Code. 3-43

1405.5

1405.6

(f)

Precast concrete piles shall be not less than 10” x 10” in section.

(g)

All precast concrete piles shall have their date of manufacture and the lifting points clearly marked on the pile. Concrete piles shall not be driven until they have attained their specified 28-day strength as verified by tests, nor shall the piles be removed from the forms until 50 percent of the specified 28-day strength has been attained. Piles shall not be transported nor driven until they have been cured not less than seven days.

Pre-stressed Concrete Piles (a)

Pre-stressed concrete piles shall conform to Section 17 of this Code except as specifically detailed in 1405.5.

(b)

Longitudinal pre-stressing tendons shall have not less than 2” of cover except that for piles subject to open water or wave action, or other severe exposure the cover shall be 3”.

(c)

Lateral reinforcement shall be as specified in 1405.4(c) of this Code for the precast concrete piles.

(d)

Piles shall have a minimum pre-stress of 600 lb. per sq.in. at a time of driving.

(e)

No tension shall be allowed in the concrete under working load conditions.

(f)

The compressive stress in the pile shall not exceed those permitted in Table 14-4 of this Code.

Cast-In-Place Concrete Piles (a)

Concrete piles cast in place against earth in drilled or bored holes shall be made in such a manner as to ensure the exclusion of any foreign matter and to secure a full-sized shaft.

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(b)

Allowable stresses. The allowable compressive stress in the concrete shall not exceed those permitted in Table14-4 of this Code.

(c)

Cased cast-in-place concrete piles may consist of a steel or concrete shell driven in intimate contact with the surrounding soil and left in place and filled with concrete. Steel shells may be uniformly tapered, steptapered, cylindrical or a combination of such shapes and may be laterally corrugated, spirally corrugated, longitudinally fluted or plain.

(d)

Pile shells and end closures shall be of sufficient strength and rigidity to permit their driving in keeping with the driving method used, and to prevent harmful distortion caused by soil pressure or the driving of adjacent piles until filled with concrete. A reduction of cross-sectional area in excess of 15 percent shall be cause for rejection. The shells shall also be sufficiently water-tight to exclude water during the placing of concrete. The minimum diameter shall be 8”.

(e)

Concrete for cast-in-place piles shall conform to not less than the requirements of Grade ST4, Table 17-2 of this Code.

(f)

Reinforcement including binding wire shall have not less than 2” of concrete cover in uncased piles and 1” where piles are completely encased.

(g)

Where the shell has a thickness of 0.12” or more the shell may be considered as carrying part of the load.

(h)

Adequate allowance for corrosion shall be considered in the design but not less than the outer 1/16” of a steel shell shall be deducted before computing the area of the shell considered as carrying load. The load carried by the shell shall not exceed 9,000 lb. per sq.in. based on the net steel area, deducting the allowance for corrosion.

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1405.7

1405.8

Steel Piles (a)

The quality of the steel in joints, tubes, box piles and other plain or built up sections shall comply with the specification for structural steel in conformance with the relevant ASTM.

(b)

No section shall have a nominal thickness of metal of less than 3/8”.

(c)

The allowable stress under working load shall not exceed those permitted in in Table 14-4 of this Code.

(d)

Where adequate corrosion prevention is not provided 1/16” shall be deducted from each surface in determining the area of the piles section.

Special Piles of Special Conditions The use of types of piles or conditions not specifically covered herein may be considered upon examination of acceptable test data, calculations or other information relating to the properties and load-carrying capacity of such piles.

1406

FOUNDATION BEAMS (a)

Foundation beams, supporting loads between piles, shall be reinforced concrete or structural steel protected by at least 2” of concrete cover or in accordance with Table 17-3 of this Code.

(b)

The width of foundation beams shall be at least equal to the thickness of the wall they support but never less than 8”.

(c)

Foundation beams shall be suitably designed and reinforced around access openings and vents.

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1407

SEAWALLS AND BULKHEADS

1407.1

General Seawall, bulkheads, groynes and other retaining walls along an ocean front, bay, creek, canal, or water-way shall be designed by a professionally qualified and approved engineer.

1407.2

Design Criteria (a)

The structure shall retain the adjoining earth from the surface of the ground to a point sufficiently deep to retain the base against surcharge pressures, with due design considerations for wave action and currents.

(b)

Timber shall not be used, other than where located below mean low water, except that bore-resistant or appropriately treated woods may be approved by the Director.

(c)

Structures shall be classed as gravity types when the resultant of the acting forces falls within the middle third of the base. Boulder-type walls shall be considered as gravity type where the base width equals or exceeds the height of the wall. Structures which are not of gravity or cantilever type shall be secured to properly designed anchors.

(d)

Where structures are constructed of a combination of lime rock boulders and concrete, the minimum percentage of cross-section area of the concrete to the total cross-section area of the structure shall be 40 percent, not including concrete used for copings or decorative purposes.

1408

CAISSONS

1408.1

General The footings of any structure may be carried down to a firm foundation by isolated piers of reinforced concrete or by open 3-47

or pneumatic caissons either with or without enlarged base or bell at the bottom. 1408.2

Design Criteria (a)

The safe-carrying capacity of such shafts or caissons shall not exceed the allowable unit bearing capacity of the soil multiplied by the area of the base or bell at the bottom, provided such bell shall have at least a 12” thickness of concrete at its edge and the sides shall slope at an angle of not less than 60 degrees with the horizontal.

(b)

In no case shall such piers or caissons be of less than 2’0” minimum horizontal dimension.

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Table 14-1 Maximum Safe Bearing Capacity for Horizontal Foundations (at depth 2 ft. under vertical static loading) Materials not listed in this Table shall be tested for bearing capacity Types of Rocks and Soils

Maximum Safe Bearing Capacity tons per sq.ft.

(a)

Massively-bedded limestones and hard sand-stones.

(b)

Clay shales

To be determined

(c)

Thinly-bedded sand-stones

limestones

and

Dry

Submerged

(d)

Compact well graded sands and gravel sand mixtures

(e)

Loose well mixtures

(f)

Compact uniform sands

(g)

Loose uniform sands

0.5

(h)

Stiff clays and sandy clays

To be determined

(i)

Firm clays and sandy clays

(j)

Soft clays and silts

0.5

(k)

Very soft clays and silts

To be determined investigation

(l)

Made ground

graded

sands

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after

Table 14-2 Minimum Dimensions for Continuous Footings Allowable Bearing Capacity (tons per sq.ft.)

No. of Storeys

Depth Width (in.)

Up to 0.5

1 2

12 x 30 12 x 36

Over 0.5 but less than 1

1 2

9 x 24 12 x 24

1 or more

1 2

9 x 16 9 x 24

and

Table 14-3 Minimum Factor of Safety for Piles Driven Piles Dynamic Formula Resistance not Reduced on Driving

Dynamic Formula Resistance Reduced on Redriving

Soil Investigations and Soil Tests

2.0

1.5

2.0

Noncohesive soil

2.0

2.5*

2.0

Hard cohesive soil

2.0

2.0 or more

2.0

Soft cohesive soil

2.0

N/A

2.0

Type of Ground

Test Load

Rock

*Test load should be used in the circumstances 3-50

Table 14-4 Allowable Stresses for Materials Used in Deep Foundation Elements Material Type and Condition

Maximum Allowable Stressa

1. Concrete or grout in compressionb Cast-in-place with a permanent casing in accordance with IBC 2009 Section 1810.3.2.7 Cast-in-place in a pipe, tube, other permanent casing or rock Cast-in-place without a permanent casing Precast non pre-stressed Precast pre-stressed 2. Non pre-stressed compression

reinforcement

3. Structural steel in compression Cores within concrete-filled pipes or tubes Pipes, tubes or H-piles, where justified in accordance with IBC 2009 Section 1810.3.2.8 Pipes or tubes for micropiles Other pipes, tubes or H-piles Helical piles 4. Non pre-stressed reinforcement in tension Within micropiles Other conditions 5. Structural steel in tension Pipes, tubes or H-piles, where justified in accordance with IBC 2009 Section 1810.3.2.8 Other pipes, tubes or H-piles Helical piles

0.33 f 'c 0.3 f 'c 0.33 f 'c 0.33 f 'c - 0.27 fpc

0.4 fy ≤30,000 psi

0.5 Fy ≤32,000 psi 0.5 Fy ≤32,000 psi 0.4 Fy ≤32,000 psi 0.35 Fy ≤16,000 psi 0.6 Fy ≤Fu

0.6 fy 0.5 fy ≤24,000 psi

0.5 Fy 32,000 psi 0.35 Fy ≤16,000 psi 0.6 Fy ≤Fu In accordance AF&PA NDS

6. Timber a.

0.4 f 'c

with

the

f 'c is the specified compressive strength of the concrete or grout; fpc is the compressive stress on the gross concrete section due to effective pre-stress forces only; fy is the specified yield strength of reinforcement; Fy is the specified minimum yield stress of structural steel; Fu is the specified minimum tensile stress of structural steel. The stresses specified apply to the gross cross-sectional area within the concrete surface. Where a temporary or permanent casing is used, the inside face of the casing shall be considered the concrete surface.

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SECTION 15 TIMBER CONSTRUCTION Contents 1501

General

1502

Standards

1503

Quality of Timber Products

1503.1 Preservative Treated or Durable Species of Timber 1503.2 Use of Lumber, Plywood, Hardboard, and other Timber Products 1504 Sizes 1505

Allowable Unit Stresses

1505.1

General

1506

Timber Trusses

1507

Construction Details

1507.1 1507.2 1507.3 1507.4 1507.5 1507.6 1507.7 1507.8 1507.9 1507.10 1507.11 1507.12 1507.13

Roof Joints Roof Sheeting Floor Joists Sub-floors Post and Beam Framing Stair Framing Joists Supporting Partitions Exterior Wall Framing Bracing of Exterior Stud Walls Interior Bearing Partitions Exterior Wall Coverings Roof Coverings Splicing

1508

Nailing Requirements

1509

Ventilation 3-52

3-53

SECTION 15 TIMBER CONSTRUCTION 1501

GENERAL This Section deals with the design and construction of timber (wood) buildings which must be carried out in accordance with IBC: 2009 Chapter 23. Timber members used for structural purposes shall be designed by methods admitting of rational analysis according to established principles of mechanics. Turks and Caicos geographically resides in high wind prone region as defined in ASCE 7-05. Design, detailing, and construction of timber buildings shall be performed by qualified professionals and subject to standards intended to provide adequate strength and performance to withstand high wind loads and wind borne debris. This includes but is not limited to:  all buildings walls that are designed as primary shear walls resisting lateral wind and seismic loads shall be detailed with propriety hold-down anchorage to resist calculated over-turning forces.  Proprietary “hurricane clips” should be provided at all roof joist and roof truss connections to resist calculated uplift forces.

1502

STANDARDS (a)

Standards of design and construction shall be at least equal to standards in the latest editions of the IBC:2009 and the American Forest & Paper Association’s National Design Specification for Wood Buildings (NDS); or other Standard approved by the Board for environmental conditions in the Turks and Caicos Islands.

(b)

For the design of one and two family residences of two stories or less it is recommended to refer to the recommended detailing practices in the AFPA 3-54

publication “Wood Framed Construction Manual guide to wood construction in high wind areas, 120mph Exposure B” except where other exposure conditions apply. 1503

QUALITY OF TIMBER PRODUCTS

1503.1

Preservative Treated or Durable Species Timber

1503.2

(a)

All wood shall meet the minimum preservative treatment for a given use category as classified by AWPA Standard U1-13.

(b)

Approved wood species having natural resistance to termites include greenheart, redwood, western red cedar, or Alaskan yellow cedar.

(c)

The standard of the American Wood Pressures Bureau and/or the American Wood Pressure Association shall be deemed as approved in respect of pressure treated wood.

(d)

Fasteners used in preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper. Fastenings for wood foundations shall be as required in AF&PA Technical Report No. 7.

(e)

It is recommended that the soil be treated against termites, as a protection against termite infestation in the area in which the building is being constructed.

Use of Lumber, Plywood, Hardboard, and other Timber Products (a)

All lumber, including end-jointed lumber, used for load supporting purposes shall be identified by grade mark of a lumber grading or inspection bureau or agency approved by the Board kiln dried with a maximum moisture content of 19 percent.

(b)

Structural glued laminated timber shall be manufactured in accordance with ANSI 117 – Standard Specification 3-55

for Structural Glued Laminated Timbers of Softwood Species, and ANSI A190.1 – Structural Glued Laminated Timber. Adhesives shall be for exterior use and shall conform to ANSI 405. Glued laminated timber manufactures shall be certified by APA or AITC. (c)

All plywood when used structurally (including among others, used for siding, roof and wall sheathing, subflooring, diaphragms and built-up members), shall be APA rated panels with exposure I or exterior classification, or other Standard approved by the Board.

(d)

Plywood components shall be designed and fabricated in accordance with the applicable standards and identified by the trademarks of a testing and inspection agency approved by the Board, and indicating conformance with the applicable standard. .

(e)

Engineered wood I-joists shall have structural capacities and design provisions established and monitored in accordance with ASTM D 5055. Manufacturers shall be approved by the Board.

(f)

Wood Shingles and/or shakes shall be identified by the grade mark of a grading or inspection bureau or agency recognized by the Board and being competent.

(g)

Fibreboard for its various uses shall conform to ANSI/AHA A194.1 or ASTM C 208. Fibreboard sheathing when used structurally shall be so identified by an approved agency conforming to ANSI/AHA A194.1 or ASTM C 208.

(h)

Hardboard siding used structurally shall be identified by an approved agency conforming to AHA A135.6. Hardboard products shall be installed in accordance with manufacturer’s recommendations.

(i)

Particleboard shall conform to American National Standard for Mat-Formed Wood Particleboard – ANSI A208.1. Particleboard shall be identified by the grade mark or Certificate of Inspection issued by an agency approved by the Board. 3-56

(j)

Particleboard subfloor or combination subfloorunderlayment shall conform to one of the Grades in Table 15-4 of this code.

(k)

Particleboard should be used with caution. Particleboard used for subflooring or roof decking or for wall sheathing should be moisture and termite resistant.

(l)

All lumber and plywood required to be preservative treated shall bear an approved AWPA or AWPB Quality Mark or that of an inspection agency approved by the Board, that maintains continuing control, testing and inspection over the quality of the products.

(m) Wood flooring of the various types shall manufactured and identified as required in appropriate standard such as:

(n)

1504

be an



Laminated Hardwood Block Flooring – Interim Industry Standard HPMA-LF 1971.



Flooring Grading Rules (Oak, Pecan Beech, Birch, Hard Maple) – National Oak Flooring Manufacturers Association.



Hard Maple Flooring Standard Specification (Hard Maple, Beech and Birch) – Maple Flooring Manufacturers Association.

It is recommended that where rain water is collected from a wood shingled roof, a filter be installed at the inlet pipe to the storage tank.

SIZES (a)

All timber structural members shall be of sufficient size to carry the required dead, live and environmental loads it is subjected to without exceeding the deflections limits or allowable stresses specified. Adequate bracing and bridging to resist wind and other forces shall be provided.

3-57

(b)

Sizes of timber members referred to by this Code are nominal sizes. The minimum acceptable net sizes conforming to normal sizes shall be within 2 percent of the minimum net sizes specified in the NDS. Computations to determine the required sizes of members shall be based on the net sizes contained in the Standard.

1505

ALLOWABLE UNIT STRESSES

1505.1

General

1506

(a)

Refer to NDS

(b)

Timber members supporting plastered ceilings shall be so proportioned that their deflection under full live load shall not exceed 1/360 of the span; and timber members, not supporting plastered ceilings, shall be so proportioned that their deflection under full live load shall not exceed 1/240 of the span.

(c)

Where there is an accessible space having a clear vertical height of 30â&#x20AC;? or more, ceiling joists shall be designed as having usable attic space.

Timber Trusses (a)

Trusses shall be designed by methods admitting of rational analysis by a qualified design professional.

(b)

Where metal is used for connecting wood members such metal shall be not less than 18 gauge and shall be galvanised.

(c)

The allowable deflection under live load, for trusses shall be 1/360 of the span for plastered ceilings, 1/240 for unplastered finished ceilings, and 1/180 for trusses without a ceiling.

(d)

The design of metal plate connected wood trusses shall comply with the NDS TPI-1, or other Standard approved by the Board. 3-58

(e)

Where trusses are to support mechanical or other equipment, the trusses shall be designed for such additional load.

1507

CONSTRUCTION

1507.1

Roof Joists and Rafters

1507.2

(a)

Maximum spans for roof joists and rafters shall be in accordance with the NDS or related span tables provided by APA and AITC.

(b)

Joists shall be supported laterally at the ends by solid blocks or diagonal struts. Such bridging may be omitted where ends of joists are nailed to a header, band joist or to an adjoining stud.

(c)

Notches on the ends of joists shall not exceed onefourth the depth. Holes bored for pipes or cable shall be on the neutral axis and at least 2 inches from the top or bottom of the joist. The diameter of any such hole shall exceed one-third the depth of the joist. Holes shall not be less than three diameters apart. Notches for pipes in the top or bottom of joists shall not exceed one-sixth the depth and shall not be located in the middle one-third of the span.

(d)

Connections of joists to bearers and rafters to wall plates shall be made by metal plate connectors by a manufacture with active ICC-ES reports rather than by nailing.

Roof Sheathing (a)

All rafters and roof joists shall be covered with sheathing such as: (i)

Lumber Solid sheathing â&#x20AC;&#x201C; Wood boards of 3/4 in. (net) minimum thickness.

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(ii)

Plywood Applied in accordance with the provisions of Table 15-1(b).

(iii)

Insulating Roof Deck Fibreboard insulating roof deck not less than 1 inch nominal thickness.

(b)

1507.3

Joints in lumber sheathing shall occur over supports unless end-notched lumber or approved clips are used, in which case each piece shall bear on at least two rafters.

Floor Joists (a)

Maximum spans for floor joists shall be in accordance with the NDS or span tables provided by APA or AITC. The maximum spans of pre-manufactured I-Joists shall be in accordance with the manufacturers span tables.

(b)

Adhesives for the glued floor system shall be those meeting the requirements of AFG-01 - Adhesives for Field Gluing Plywood to Wood Framing, as published by the American Plywood Association.

(c)

Except where supported on a 1â&#x20AC;? x 4â&#x20AC;? ribbon strip and nailed to the adjoining stud, the ends of each joist shall have not less than 1-1/2 inches of bearing on wood or metal nor less than 3 inches of masonry.

(d)

Floor joists having a depth to thickness ratio exceeding 6 and the design live load is in excess of 40 lb. per sq.ft, shall be supported laterally by bridging or blocking installed at intervals not exceeding 8 feet.

(e)

Joists shall be supported laterally at the ends by solid blocks or diagonal struts except where the ends of joists are nailed to a beam (wood or steel with an attached nailer) header, band joists or to an adjoining stud.

3-60

1507.4

(f)

Notches on the ends of joists shall not exceed onefourth the depth. Holes bored for pipes or cables shall not be within 2 inches of the top or bottom of the joist and the diameter of any such hole shall not exceed onethird the depth of the joist. Notches for pipes in the top or bottom of joists shall not exceed one-sixth the depth and shall not be located in the middle one-third of the span.

(g)

Joists framing from opposite sides of a beam, girder or partition shall be lapped at least four inches and fastened, or the opposing joists shall be tied together as approved by the Director.

(h)

Joists framing into the side of a wood girder shall be supported by framing anchors, on ledger strips not less than 2” x 2”, or by other approved methods.

Subflooring (a)

All floor joists shall be covered with subflooring such as lumber, plywood or particleboard. Subflooring may be omitted when tongue and groove boards are used as per 1406.4(d) of this code.

(b)

The minimum thickness of lumber used as subflooring shall be in accordance with Table 15-3.

(c)

Plywood shall be applied in accordance with the provisions of Table15-2.

(d)

Subflooring may be omitted when joist spacing does not exceed 16 inches and nominal 1 in. tongue and grooved wood strip flooring is applied perpendicular to the joists.

(e)

When resilient flooring is applied directly to plywood subfloor, it shall be applied in accordance with the provisions of Table15-3 and fastened in accordance with a Standard fastening system.

(f)

Particleboard should be applied in accordance with the provisions of an acceptable fastening system in accordance with NPA 1969 – How to Install 3-61

Particleboard Underlayment. When resilient flooring is applied directly to the particleboard subfloor, it shall be applied in accordance with the provisions of Table 14-4 and fastened in accordance with a standard fastening system. 1507.5

1507.6

1507.7

Post and Beam Framing (a)

Where post and beam framing is used in lieu of stud and joist construction, the posts shall be located to support the beams above and shall be designed in accordance with sound engineering principles.

(b)

Intermediate framing shall be attached to the posts and braced so that the frame is capable of accepting lateral loads in addition to loads transferred by the sheeting.

Stair Framing (a)

Stair framing shall be supported adequately on floor framing or on walls or partitions.

(b)

Except in public stairs where the number and size of stringers shall be determined by engineering analysis, 2 rough stringers shall be provided for each set of stairs, cut to receive finish treads and risers of uniform width and height.

(c)

Unless stringers are supported on partitions, and except for open staircases, the minimum effective depth at each notch shall be not less than 3-1/2 inches.

Joists Supporting Partitions Bearing partitions parallel to joists shall be supported on beams, girders, walls, or other bearing partitions. Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more than the joist depth, unless such joists are of sufficient size to carry the additional load.

3-62

1507.8

Exterior Wall Framing Stud size and spacing of studs in one- and two-storey buildings shall be not less than 2” x 4” with the wide face perpendicular to wall. In three-storey buildings, studs in the first storey shall be not less than 3” x 4” or 2” x 6”. Studs shall be spaced not more than as shown in Table 14-5. However, the walls shall be designed to resist the dead and live loads as per Section 12.

1507.9

Bracing of Exterior Stud Walls (a)

Not less than 3 studs shall be installed at every corner of an exterior wall, except that a third stud may be omitted through the use of continuous wood spacer or backup cleat of 3/8 in. thick plywood, 1 in. thick lumber or other approved devices which will serve as an adequate backing for the attachment of facing materials.

(b)

Stud walls shall be braced by one of the following methods:

(c)

(i)

Nominal 1” x 4” continuous diagonal strips set into the face of the studs and top and bottom plates at each corner of building.

(ii)

Wood boards of 5/8 in. (net) minimum thickness, applied diagonally.

(iii)

Wood sheathing panels 2’ x 8’ of 5/8 in. minimum thickness applied vertically or horizontally.

(iv)

Plywood sheathing panels not less than 48 in. wide and 96 in. long applied vertically or horizontally.

Sheathing shall be applied on the exterior walls of all Type V buildings (Table 3-4), more than 1 storey in height except when back-plastered stucco construction is used. However, where sheathing is not being used

3-63

the method of applying the waterproof wall finish shall be carried out to the approval of the Director. (d)

Sheathing, where required for exterior walls, shall be applied solidly over the wall surface and shall be one or more of the following materials and shall be installed in accordance with the manufacturersâ&#x20AC;&#x2122; recommendations: (i)

Wood and sheathing panels 5/8 in. minimum thickness.

(ii)

Plywood complying with Table 15-5 shall be not less than 5/16 in. thick for 16 inch stud spacing or not less than 3/8 in. for 24 inch stud spacing. Plywood of exterior type complying with 1406.8, may also serve as siding.

1507.10 Interior Bearing Partitions (a)

Studs in 1- and 2-storey buildings shall be not less than 2 inches x 4 inches with the wide face perpendicular to the partitions. In 3-storey buildings, studs in the first storey shall not be less than 3inches x 4inches or 2inches x 6inches.

(b)

Studs shall be spaced not more than shown in Table 15-5.

(c)

Headers shall be provided over each opening in interior bearing partitions.

(d)

Studs shall be capped with double top plates installed to provide overlapping at corners and at intersections with exterior walls. End joints in double top plates shall be offset at least 24 inches. For platform frame construction, studs shall rest on a single bottom plate. Exception: A single top plate may be installed but must be designed so as to provide continuity of the capping.

3-64

1507.11 Exterior Wall Coverings Comply with this and IBC: 2009 Chapter 14 â&#x20AC;&#x201C; Exterior Walls Exterior wall coverings of other than the following shall be of material approved for exterior use and shall be applied in accordance with the manufacturersâ&#x20AC;&#x2122; recommendations when not otherwise covered in this Code. Exterior wall coverings shall provide weather protection for the building at the walls. (a)

Weather-boarding. Wood siding patterns known as rustic drop siding of shiplap shall have an average thickness in place of not less than 19/32 inches and shall have a minimum thickness of not less than 3/8 inches Bevel siding shall a minimum thickness measured at the butt section of not less than 7/16 inches and a tip thickness of not less than 3/16inchesn. Siding of lesser dimensions may be used provided such wall covering is placed over sheathing which conforms to the provisions of 1507.9 of this Code.

(b)

Wood Shingles or Shakes. Wood shingles or shakes attached to sheathing other than wood or plywood shall be secured with approved mechanically-bonding nails or by corrosion resisting common nails on shingle nailing boards securely nailed to each stud with two 8d nails. Wood shingles or shakes may be applied over fibreboard shingle backer and fibreboard sheathing with approved non-corrosion annular grooved nails or may be nailed directly to fibreboard sheathing with noncorrosion annular grooved nails. The minimum thickness of wood shingles or shakes between nailing boards shall be not less than 3/8 inches.

(c)

Plywood. Plywood shall be of the exterior type and shall have a minimum thickness of 3/8 inches. All plywood joints shall be backed solidly with nailing pieces not less than 2 inches in width, unless wood or plywood sheathing is used, or joints are lapped horizontally, or otherwise made waterproof.

(d)

Stucco. Stucco or exterior plaster shall conform to requirements of Section 16.

3-65

(e)

Metal. Exterior wall coverings may be of formed metal not less than 24 gauge thickness. For aluminium siding, the instructions of the manufacturers are to be followed.

(f)

Flashing. Flashing shall be provided as necessary to prevent the entrance of water at openings in, or projection through exterior walls; at intersections of exterior wall coverings of different materials, unless such materials are provided with self-flashing joints; at other points subject to the entrance of water. Caulking shall be provided where such flashing is determined by the Director to be impractical.

1406.12 Roof Covering Comply with this and IBC: 2009 Chapter 15 â&#x20AC;&#x201C; Roof covering and roof top structures (a)

Any roof covering permitted in this Code may be applied to dwellings. Whenever composition roofing is used, solid sheathing shall be applied.

(b)

Flashings shall be placed around openings and extensions of mechanical appliances or equipment through the roof and otherwise as necessary to provide adequate drainage.

(c)

All roof coverings shall be installed in accordance with standard approved practices and in accordance with manufacturersâ&#x20AC;&#x2122; instructions.

(d)

The fire resistive rating of the roof covering shall be approved by the Director for the specific application desired.

1507.13 Splicing All splices shall be based on rational engineering calculations. No horizontal member shall be spliced between points of support. The Director will approve properly designed and bolted splices, or connections using metal connectors, at locations where it can be shown that the assembly will develop the resistance to the forces applied. 3-66

Vertical load bearing members (columns) shall be continuous between floors and connected by properly designed steel caps or base plates, or by timber splice plates fixed to the columns by metal connectors. 1508

1509

NAILING REQUIREMENTS (a)

The nailing requirements for connecting timber members, plywood sheathing and boards are given in the IBC: 2009 Chapter 23 table 2304.9.1 and in Table15-7 of this Code.

(b)

All nails, bolts and metal connectors shall be galvanised or stainless steel.

(c)

The installation of proprietary metal connectors shall be carried out in accordance with the manufacturersâ&#x20AC;&#x2122; instructions.

VENTILATION (a)

The space between ceiling joists and roof rafters shall be effectively ventilated. Openings shall be located to provide effective cross-ventilation, and such openings shall be covered with a corrosion-resistant mesh.

(b)

The space between the bottom of wood floor joists and the ground of any building, except such space as is occupied by a basement or cellar, shall have ventilating openings through foundation walls, and such openings shall be covered with a corrosion-resistant wire mesh where practicable, ventilating openings shall be arranged on three sides. The minimum total area of ventilating openings shall be 2 sq.ft. for each 15 feet of exterior wall. Such openings need not be placed in the front of the building.

(c)

Where wood-floor joists are used, there shall be not less than 18â&#x20AC;? distance between the bottom of such floor joists and the ground beneath.

3-67

Table 15-1(a) Spans of Plywood Subfloor (Continuous over two or more supports) Panel Identification Index

Maximum Span (in.)

32/16, 36/16

42/20

48/24

Table 15-1(b) Allowable Spans for Plywood Roof Sheathing (Continuous over two or more supports) Panel Identification Index

Maximum Span if Block or Other Edge Supports (in.)

Maximum Span Without Edge Support (in.)

24/0 (1/2â&#x20AC;? only)

30/12

32/16

36/16

42/20

48/24

Notes: (1)

These values apply for Structural 1 and 11, C-D Sheathing and C-C grades only. Spans shall be limited to values shown because of possible effect of concentrated loads. Edges may be blocked with lumber or other approved type of edge support.

3-68

(2)

Identification Index appears on al panels in the construction grades listed in footnote (1).

(3)

For roof live load of 40 psf, decrease span by 13 percent or use panel with next greater identification index.

(4)

Plywood edges shall have approved tongue and groove joints or shall be supported with blocking, unless 1/4 inch minimum thickness underlayment is installed, or finished floor is 25/32 in. wood strip. Allowable uniform load based on deflection of 1/360 of span is 165 psf.

(5)

For joists spaced 24 inches on plywood, sheathing with Identification Index numbers 42/20 or greater can be used for subfloors when supporting 1-1/2 in. lightweight concrete.

Table 15-2 Allowable Spans for Plywood Subfloor (combination subfloor-underlayment) Plywood Continuous over Two or More Spans and Face Grain Perpendicular to Supports – Thickness in Inches Species Groups

Maximum Spacing of Joists (inches) 16

1/2

5/8

3/4

2/3

5/8

3/4

7/8

3/4

7/8

Notes: (1)

Applicable to Underlayment Grade, C-C (Plugged) and all grades of sanded exterior type plywood. Spans limited to values shown because of possible effect of concentrated loads. Allowable uniform load based on deflection of 1/360 of span is 125 psf. Plywood edges shall have approved tongue and groove joints or shall be supported with blocking, unless 1/4 inch minimum thickness underlayment is installed, or finish floor is 25/32 inch wood strip.

(2)

If wood strips are perpendicular to supports, thickness is shown for 16” and 20” spans may be used on 24” spans. Except for 1/2 inch.

(3)

Underlayment Grade and C-C (Plugged) panels may be of nominal thickness 1/32 inch less than the nominal thickness shown when marked with the reduced thickness.

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Table 15-3 Minimum Thickness of Lumber Subflooring *Joist Spacing (in.)

Minimum Net Thickness for Lumber Placed (in.) Perpendicular Joists

Diagonally to Joists

1-1/6

3/4

5/8

*Joists in subflooring shall occur over supports unless end-matched lumber is used, in which case each piece shall bear on at least 2 joists.

3-70

Table 15-4 Allowable Spans for Particleboard Subfloor and Combined Subfloor Underlayment (1), (4) Grade

Thickness (in.)

Maximum Spacing Supports (2), (3)

Subfloor (in.)

Combined SubfloorUnderlayment (in.)

2 M-W

5/8

2 M-W

21/32 3/4

16 19

2 M-F

3/4

2 M-F

3/4

Notes: (1)

All panels continuous over 2 or more supports and the tongue-and-groove panels are installed with the long dimension perpendicular to supports.

(2)

Uniform deflection limitation: 1/360th of the span under 100 psf minimum load.

(3)

Edges shall have tongue-and-groove joints or shall be supported with blocking unless 1/4â&#x20AC;? minimum thickness underlayment is installed, or finish floor is 25/32 in. wood strip.

(4)

Floor sheathing conforming with this Table shall be deemed to meet the design criteria of 1406.4.

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Table 15-5 Maximum Spacing of Studs (inches) Stud Size

Supporting Roof and Ceiling Only

Supporting 1 Floor, Roof, and Ceiling

Supporting 2 Floors, Roof and Ceiling

2x4

3x4

4x4

2x6

Table 15-6 Allowable Spans for wood structural panel wall sheathing Panel Identification (inches)

Maximum Stud Construction (in.)

Spacing

and

Exterior Covering Nailed to: Stud

Sheathing

1/12

7/16

Notes: (1)

When plywood sheathing is used, building paper and diagonal wall bracing can be omitted.

(2)

When siding such as shingles is nailed only to the plywood sheathing, apply plywood with face grain across studs.

(3)

Assume exposure category C in accordance withIBC:2009 1609.4.3

(4)

Reference IBC:2009 Table 2304.6.1for other wind exposure categories

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Table 15-7 Nailing Requirements (see IBC 2009 Table 2304.9.1 “Fastening Schedule”) Connection

Common Wire Nails

Joist to sill or girder-toe nail

2-16d

Bridging to joist-toe nail

2-8d

25 mm x 150 mm subfloor to joist or girder

2-8d

50 mm subfloor to joist or girder

2-16d

Plate to joist or blocking

16d – 16 inches on centres

Stud to plate-end nail

2-16d

Stud to plate-toe nail

2-16d

Top plates spiked together

16d – 24 inches on centres

Laps and intersections

2-16d

Ceiling joists-top plate-toe nail

2-16d

Laps over partitions

3-16d

Rafter to plate

3-16d

Continuous 25 mm brace to stud or plate

2-8d

Corner studs and angles

16d – 30 inches on centres

25 mm sheathing to bearing

2-8d

Plywood wall or roof sheathing (i) (ii)

Interior of sheathing At perimeter

8d at 6 inches on centres 8d at 6 inches on centres

Notes: (1)

8d nails = 2-1/2 inches in length & 16d nails = 3-1/2 inches in length

(2)

These are the base-line prescriptive requirements to apply when structural drawings are absent of specific details (e.g. the nail spacing of plywood sheathe wind/seismic shear walls may need to be less -- and should be sized/detailed by a qualified design professional).

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SECTION 16 CONCRETE BLOCK AND MASONRY CONSTRUCTION 1601

GENERAL

1602

QUALITY, TESTS AND APPROVALS

1602.1 1602.2 1602.3 1602.4

General Brick Hollow and Concrete Masonry Units Mortar and Grout Materials

1603

MASONRY DESIGN

1603.1 1603.2 1703.3 1603.4 1603.5 1603.6 1603.7

General Requirements Allowable Stress Design Strength Design Empirical Design Allowable Stresses in Composite Walls Allowable Stresses in Plain Concrete Concentrated Loads

1604

CONSTRUCTION DETAILS

1604.1 1604.2 1604.3 1604.4 1604.5 1604.6 1604.7 1604.8 1604.9

General Walls Stiffener Columns Tie Beams or Belt Courses Parapet Walls Piers Brick and Stone Walls Partitions Decorative Masonry Screens

1605

CHANGE IN WALL THICKNESS

1606

CHASES

1607

SUPPORTED STRUCTURAL METERS

1608

SUPPORT ON WOOD

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1609

ARCHES AND LINTELS

1610

CONSTRUCTION PRECAUTIONS

1611

GROUTED AND FILLED MASONRY

1612

MORTAR AND GROUT

3-75

SECTION 16 CONCRETE BLOCK AND MASONRY CONSTRUCTION 1601

GENERAL (a)

All masonry construction shall conform to the provisions of the section and other applicable Sections of this Code. The principal reference Codes and Standards are IBC chapter 21, and TMS 402/ACI 530/ASCE 5, Building Code Requirements for Masonry Structures (ACI 530).

(b)

All Masonry construction shall comply with the seismic design requirements of ACI 530, section 1.17. Unless otherwise permitted by this code, all structures shall be designed according to Seismic Design Category D. The detailing provisions of this section of the code assume Seismic Design Category D, where other categories are applicable, the appropriate sections of IBC: 2009 should be referenced.

(c)

All Masonry Construction shall be reinforced. Masonry walls that are not load-bearing and not part of the lateral force resisting system shall be isolated in their own plane from the lateral force resisting system except as required for gravity and lateral support, and designed and reinforced as a non-participating element. All other masonry walls shall be designed and reinforced as a special reinforced masonry shear wall, except where otherwise permitted by ACI 530.

(d)

In all cases masonry shall be of adequate thickness, strength and proportions to support all superimposed loads within the design capacity.

(e)

All masonry materials are required to meet the specifications as outlined in Section 1602 of this Code. If the Director has reason to doubt that the materials meet the applicable specifications he may require tests on the materials.

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(f)

Masonry units may be re-used when clean, whole and conforming to the other requirements of this Section, except that the allowable working stresses shall be 50 percent of those permitted for new masonry units. Masonry units to be re-used as structural units in areas subject to the action of the weather or soil shall not be permitted unless representative samples are tested for compliance with the applicable requirements of section 1602.

(g)

The wall thickness and other specified dimensions are nominal dimensions. The actual masonry or wall dimensions may vary from the nominal dimensions by not more than 1/2 inch.

(h)

Where masonry units are used as veneer, weep holes shall be provided at 4 feet on centres by omitting mortar in the vertical joints at the bottom course of the veneer or at the lintels in multi-storey buildings. A shield or insect barrier shall be provided having openings or louvers 1/16 in. or less which drains and dries the inner cavity but will retain poured insulation.

(i)

All brick masonry units, except hollow clay and shale brick, shall be laid with full head and bed joints and all interior vertical joints that are designed to receive mortar shall be filled. The average thickness of head and bed joints shall not exceed 1/2 inch.

1602

QUALITY, TESTS AND APPROVALS

1602.1

General (a)

Quality. The quality of materials assembled into masonry and the method and manner of their assembly shall conform to the requirements of section 1602 of this Code.

(b)

Other material of masonry, other than set forth herein, which is incombustible and otherwise sufficiently embodies the characteristics and satisfies the requirements of one of the materials herein may be 3-77

specified by the designer of the building, but the use of such material shall be subject to the approval of the Director. 1602.2

Brick The structural use of brick shall be avoided except where special provision can be made for reinforcement and/or for composite behaviour with other members of materials such as steel or reinforced concrete.

1602.3

(a)

General. Bricks shall include masonry units up to 4-1/4 inch thick, 4-1/4 inches wide and 8-3/4 inches long not less than 75 percent solid.

(b)

Tests. Tests shall be made in accordance with ACI 530.1 section 1.4 or other standard approved by the Director.

(c)

Quality. Bricks shall conform to ASTM C62 or other ASTM standards permitted under IBC:2009, section 2103.2

Hollow and Solid Concrete Masonry Units (a)

Hollow concrete masonry units shall be of a quality at least equal to that required by the latest edition of “Specifications for Hollow Loadbearing Concrete Masonry Units”, ASTM C90, or “Specifications for Solid Loadbearing Concrete Masonry Units”, ASTM C145, when used for bearing walls or piers or when in contact with the ground or exposed to the weather, or equal to “Specifications for Hollow Non-loadbearing Concrete Masonry Units”, ASTM C129, when used for nonloadbearing purposes and not exposed to the weather.

(b)

Structural concrete filler-block or floor tile when included in strength calculations in ribbed floor construction shall have webs and shells not less than 1 inch thick, unless otherwise designed, and shall develop an average compressive strength on the net area not less than that of the rib concrete.

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(c)

1602.4

Concrete in-fill shall be in accordance with Table 16-3 (A) or with ACI 530.1 Section 2.1.

Mortar and Grout Materials, Proportions and Workability (a)

Mortar and its ingredients shall be of a quality at least equal to that required by “Standard Specifications for Mortar for Units Masonry”, ASTM C270, or “Standard Specifications for Mortar and Grout for Reinforced Masonry”, ASTM C476.

(b)

Masonry cement shall be of a quality at least equal to that required by “Masonry Cement”, ASTM C91.

(c)

The type of mortar used for any specific job shall be as required in Table 16-2 of this Code.

(d)

Grout for non-reinforced and reinforced masonry shall conform to “Standard Specifications for Mortar and Grout for Reinforced Masonry”, ASTM C476.

(e)

Where mortar type is determined in accordance with Table 16-1 the volume of aggregate in mortar shall not normally be less than 2-1/4 times but not more than 3 times the volume of cementitious material. When mortar type is determined by proportions, the aggregate ratio shall comply with Table 16-3.

1603

MASONRY DESIGN

1603.1

General Requirements (a)

In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.

(b)

The thickness of masonry walls shall be sufficient at all points to withstand all vertical and horizontal loads as specified in Section 13, Loads.

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(c)

1603.2

Stresses shall be calculated on actual rather than nominal dimensions.

Allowable Stress Design The design of masonry structures using allowable stress design shall comply with this code and the requirements of ACI 530, chapters 1 and 2 except as modified by IBC: 2009 section 2107.

1603.3

Strength Design The design of masonry structures using strength design shall comply with this code and the requirements of ACI 530, chapters 1 and 3 except as modified by IBC section 2108.

1603.4

Empirical Design Empirical requirements shall not apply to the design or construction of masonry for buildings in seismic design category, E, D or F of masonry according to ACI 530 section 5.1.It also shall not apply to the design of seismic force resisting systems in seismic deign category B or CACI 530 section 5.1.

1603.5

Allowable Stresses in Composite Walls In composite walls or other structural members composed of different kinds or grade of masonry units or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the units and mortars of which the wall or member is composed.

1603.6

Allowable Stresses in Plain Concrete Plain concrete, where permitted, shall be designed in accordance with Chapter 17 of this Code.

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1603.7

Concentrated Loads Walls of hollow masonry units shall not directly support concentrated loads. Such loads shall be carried by concrete padstones or capping beams.

1604

CONSTRUCTION DETAILS

1604.1

General

1604.2

(a)

Masonry walls of hollow or solid units or plain concrete shall be constructed as specified in this Section, or in accordance with alternative rational design and detailing based on the fundamental principles of structural engineering.

(b)

Reinforced concrete shall comply with the requirements of Section 17 of this Code.

Walls (a)

Loadbearing walls of unit masonry shall have a minimum thickness of 6 inches for one story buildings and 8â&#x20AC;? for buildings more than one story tall and meet the requirements of Table 16-5 of this Code, except as otherwise approved by the Director on the basis of engineering calculations showing that the wall can resist adequately the calculated vertical and horizontal forces.

(b)

For lateral support of walls refer to ACI 530 Section 5.5

(c)

The minimum thickness of shear walls, foundation walls or parapet walls shall be 8 inches.

(d)

No roof or other members shall be so placed that they will develop direct horizontal thrust on walls unless such walls are specifically designed to withstand such thrust.

(e)

The maximum area of wall panels of 6inches or 8inches thick unit masonry, as measured between the concrete members which frame the panel such as the beams and its columns, shall not exceed 256 sq.ft unless otherwise 3-81

approved by the Director on the basis of engineering calculations provided by the design engineer. (f)

For resistance to seismic and lateral forces walls of hollow block construction shall be designed in accordance with ACI 530, Section 1.17.

(g)

Non-participating masonry walls and piers shall be reinforced in either the horizontal or vertical direction in accordance with the following: i. Horizontal reinforcement shall consist of at least two longitudinal wires of W1.7 bed joint reinforcement spaced not more than 16 inches on centre or at least one No. 4 bar spaced not more than 48 inches on centre. Horizontal reinforcement shall be provided within 16 inches of the top and bottom of the wall. ii. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches on centre. Vertical reinforcement shall be located within 16 inches of the ends of the wall.

(h)

All other walls shall be reinforced as a special reinforced masonry shear wall in accordance with the provisions of ACI 530, section 1.17.3.2.6 and the following: i. The maximum spacing of vertical reinforcement shall be the smallest of one third the length of the wall, one third the height of the wall, and 48 inches for masonry laid in running bond, and 24 inches for masonry laid in other than running bond. ii. The maximum spacing of horizontal reinforcement shall be the smallest of one third the length of the wall, one third the height of the wall, and 48 inches for masonry laid in running bond, and 24 inches for masonry laid in other than running bond. iii. The minimum cross sectional area of vertical reinforcement shall be one-third of the required shear reinforcement calculated according to the 3-82

requirements of ACI 530. The sum of the vertical and horizontal reinforcement shall be at least 0.002 multiplied by the gross cross sectional area of the wall. iv. Shear reinforcement shall be anchored around vertical reinforcement with a standard hook (135degree standard hook or a 180-degree standard hook as per ACI 530). v. All walls should be fully grouted for buildings in Seismic Design Category D special reinforced masonry (Refer to ACI 530) 1604.3

Stiffener Columns (a)

(b)

Concrete stiffener columns shall be required in walls in order to meet minimum lateral support requirements as follows: (i)

For masonry walls without openings, the maximum spacing between lateral supports shall not exceed the limiting l/t values per table16-5of this Code

(ii)

For masonry walls with openings refer to ACI 530 section 5.5.

(iii)

At corners, unless the walls are properly bonded into one another and no opening occurs within 1â&#x20AC;&#x2122;4â&#x20AC;? of the nearest wall face at the corner.

(iv)

Notwithstanding the above, concrete stiffener columns shall also be required adjacent to any wall opening if the omission of the columns would result in stresses in the block work greater than that permitted under section 1603.4 of this code at the ends of free standing walls.

Structurally designed columns may be substituted for the stiffener columns herein required. When interior cross-walls are properly bonded into the external wall these may be assumed to act as ties to the columns, 3-83

provided no openings occur in either the exterior walls or the interior cross-walls within 1’4” of the nearest wall face. Note: A corner or junction shall be considered to be properly bonded if all holes in all hollow blocks forming the junction are filled with concrete and reinforced vertically with No.4 bars. Concreting of cavities shall be in accordance with ACI 530.1. (c)

Stiffener columns shall not be less than 8” in width unless otherwise approved by the Director. Stiffener columns having an unbraced height exceeding 15’0” shall be not less in thickness than 9”. The column shall be designed to resist applicable lateral loads based on rational analysis. The unbraced height shall be taken at the point of positive lateral support.

(d)

Stiffener columns shall be reinforced with not less than 0.010 times the gross cross-sectional area of the concrete, nor less than four 1/2” diameter bars, ties with 1/4” diameter links spaced not more than 9” apart. Vertical reinforcing shall be tied to the footing and splices shall be lapped 30 bar diameters. The cover to the reinforcement (including links) shall be not less than 1 inch.

(e)

The concrete stiffener columns set forth herein are a minimum to limit masonry panel areas and provide an integrated framework for masonry. The spacing of concrete columns for skeleton frame construction may exceed the spacing herein set forth provided the masonry panels have an area of less than 256 sq.feet. and the structural system is designed to transmit horizontal wind loads to the columns.

(f)

Concrete stiffener columns designed to limit masonry panel areas may be offset at tie beams or other horizontal members to avoid openings, but the maximum spacing shall not be exceeded. Concrete stiffener columns in loadbearing walls shall normally be poured only after the masonry units are in 3-84

place. Where masonry walls in skeleton frame construction are laid up after the frame has been erected they shall be properly ties to the frame with vertical bars and 16â&#x20AC;? centres and horizontal bars and 24â&#x20AC;? centres. Where structural steel members are fireprotected with masonry units the panel walls shall be bonded into such units. 1604.4

Tie Beams or Belt Courses (a)

Tie beams of reinforced concrete shall be placed in all walls of unit masonry, at each floor or roof level and at such intermediate levels as may be required to limit the vertical heights of the masonry units to 12 feet. For 6 inches external walls the vertical height shall be no greater than 9 feet.

(b)

A tie beam shall be not less in dimension than required for the conditions of loading nor less than the following minimums: the width of a tie beam shall be not less than the width of the wall supporting it; the depth of such a beam shall be not less than 8 inches.

(c)

The tie beam shall be continuous. Continuity of the reinforcing in straight runs shall be provided by lapping splices not less than 30 diameters for deformed bars. Continuity shall be ensured at corners by providing positive anchorage to the main reinforcements. Continuity at columns shall be provided by continuing horizontal reinforcing through columns or by bending horizontal reinforcing in the columns a distance of 30 diameters.

(d)

Changes in level of tie beams shall be made at columns.

(e)

A tie beam may follow the rake of a gable or shed end.

(f)

The concrete in tie beams shall be bonded to the masonry units immediately below and shall not be separated therefrom by wood, felt, or any other material which may prevent bond.

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1604.5

Parapet Walls Masonry parapet walls shall be reinforced with minimum stiffener columns as previously specified and shall be coped with a concrete beam not less than 24 sq. inches in crosssection, reinforced with two 3/8 inch diameter reinforcing bars. A parapet wall exceeding 3 times its thickness above a tie beam or other point of lateral support shall be specifically designed to resist horizontal wind and other loads.

1604.6

1604.7

Piers (a)

In any section of a loadbearing masonry wall where openings are arranged to leave a loadbearing section of wall less than 16 inches wide, such section shall be of steel or reinforced concrete.

(b)

Isolated masonry piers shall be so constructed that the height of any such pier shall not exceed ten times the least dimension.

Brick and Stone Walls Load bearing walls of brick and stone shall be laterally supported by stiffener columns and tie beams, or the equivalent thereof, as detailed in section 1504 of this Code and shall meet these additional requirements: (1)

In all brick walls at least every sixth course on both sides of the wall shall be a header course or there shall be at least one full header in every 27 sq. inch. of each wall surface. In walls more than 12 inches thick, the inner joints of header courses shall be covered with another header course which shall break joints with the course below.

(2)

Rubble stone walls shall be 4 inches thicker than is required for solid brick or concrete walls of the same respective heights but no part shall be less than 16â&#x20AC;? thick.

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1604.8

1604.9

Partitions (a)

The requirements specified herein shall apply to nonloadbearing partitions, other than fire walls, of unit masonry construction.

(b)

The lateral distance between vertical supports of nonloadbearing interior partitions of unit masonry shall not exceed 36 times the actual thickness of the partition, excluding plaster, and the height shall not exceed the length.

(c)

A partition which does not extend to full storey height shall be capped with a concrete beam at least 4â&#x20AC;? height and of width at least equal to the width of the partition. The beam shall be reinforced with a single 3/8â&#x20AC;? diameter bar to which all vertical reinforcing bars shall be anchored.

Decorative Masonry Screens Decorative grills or screens constructed of masonry laid with cells through the wall shall be non-loadbearing, and shall have units so bonded and reinforced as to resist all overturning moments.

1605

CHANGE IN WALL THICKNESS Except for permissible chases and recesses, walls shall not vary in thickness between their lateral supports. Where cavity walls or walls of hollow masonry units are decreased in thickness, a course of solid masonry not less than 4 inches in thickness shall be interposed between the wall below and the thinner wall above, or the hollow units in the top course of the thicker wall shall be filled solidly with concrete (1:3:6 mix) or with Type S mortar or grout in accordance with ASTM 476C.

1606

CHASES (a)

Chases in masonry walls shall not be deeper than 1/3 the wall thickness, nor longer than 4 feet horizontally,

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except that chases below windows may equal the width of the opening above.

1607

(b)

No chase shall be cut or built in an 8 inch wall or within the required area of a pier, except that in buildings of residential occupancy not more than 2 storeys in height, chases not more than 4 inches deep may be built in 8 inch walls.

(c)

Chases shall not be cut in cavity walls, hollow walls of hollow units but, when permitted, may be built in.

SUPPORTED STRUCTRUAL MEMBERS When combustible structural members frame into walls of thickness not greater than 12 inches, they shall project not more than 4 inches into the wall and shall be so spaced that the distance between embedded ends is not less than 4 inches. The space above, below and between such members shall be filled solidly with mortar, grout, concrete, or equivalent fire-resistive material to a depth of not less than 4 inches on all sides of the members. Floor and roof diaphragms providing lateral support to masonry shall be connected to the masonry in accordance with ACI 530 section 5.8.3 and the following.

1608

(a)

Wood floor joists bearing on masonry walls shall be anchored to the wall at intervals not exceeding 6ft by metal strap anchors. Joists parallel to the wall shall be anchored with metal strap anchors not more than 6ft on centre and extending under or over and secured to at least 3 joists, with blocking provided between joists at each strap.

(b)

Roof and floor diaphragms shall be anchored to masonry walls with a minimum of Â˝ inch diameter bolts at a maximum spacing of 6feeet on centre.

SUPPORT ON WOOD (a)

No masonry shall be supported on wood girders or other forms of wood construction. 3-88

1609

(b)

Concrete decks for roofs or floors may be supported on timber columns provided such decks and their supporting members have been designed in accordance with accepted engineering practices and that special provision is made to provide resistance to wind and earthquake forces.

(c)

When exposed to the weather the wood supporting members shall be of approved wood of natural decay resistance and pressure treated against termites and shall be separated from the concrete by the use of a membrane covering.

ARCHES AND LINTELS The masonry above openings shall be supported by well buttressed arches or lintels of non-combustible materials which shall bear on the wall at each end for not less than 4 inches. In addition, the bearing area shall be sufficient to prevent a concentration of compressive stresses greater than those allowed in Table 16-4.

1610

CONSTRUCTION PRECAUTIONS (a)

Except when carried independently by girders at each floor, a masonry wall shall not be built up more than 25 feet in height in advance of other walls of the building. Walls shall be adequately braced during erection.

(b)

Masonry walls in locations where they may be exposed to high winds during erection shall not be built higher than 10 times their thickness unless adequately braced or until provision is made for the prompt installation of permanent bracing at the floor or roof level immediately above the storey under construction.

(c)

Backfill shall not be placed against foundation walls until they have been braced to withstand the horizontal pressure.

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1611

GROUTED AND FILLED MASONRY A grouted and filled masonry block is a form of construction made with clay, or concrete units in which the interior vertical spaces are filled with grout. The interior vertical spaces shall consist of continuous cavity space between unobstructed vertical cells of hollow units. Grouted masonry shall conform to all requirements of this Code.

1612

MORTAR AND GROUT (a)

Mortar shall conform to “Specification for Mortar for Unit Masonry”, ASTM C270. Grout shall conform to the applicable requirements of “Specifications for Mortar and Grout for Reinforced Masonry”, ASTM C476, or shall be Type M or Type S mortar to which sufficient water has been added to produce pouring consistency. Mortar and grout for reinforced masonry shall be in accordance with ASTM C476.

(b)

Where the minimum continuous clear opening of a grout space exceeds 6 inches, it may be filled and treated as unreinforced monolithic concrete. Masonry shall be laid in mortar of the types specified in Tables 16-2 and 16-3.

3-90

Table 16-1 Minimum Compressive Strength of Mortar Type

Minimum Compressive Strength at 28 Days (psi)

2,500

1,800

750

350

Note:

Average of three 2” cubes of laboratory prepared mixed mortar, in accordance with ASTM C270 “Standard Specifications for Mortar for Unit Masonry”.

Table 16-2 Types of Mortar Required Type of Masonry

Type of Permitted

Foundations: (below grade masonry) Footings Walls of Solid Units Walls of Hollow Units Hollow Walls

M or S M, S or N M or S M or S

Masonry: Other than Foundation Masonry Piers of Solid Masonry Piers of Hollow Units Walls of Solid Masonry Walls of Hollow Masonry

M, S or N M or S M, S, N or O M, S or N

Hollow Walls and Cavity Walls (a) (b)

Design Wind Pressure exceeds 20 psf. Design Wind Pressure 20 psf. or less

Glass Block Masonry

M or S M, S or N M, S or N

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Mortar

Table 16-2 Types of Mortar Required (Cont’d) Type of Masonry

Type of Permitted

Non-Bearing Partition

M, S, N or O

Fire Brick

Refractory mortar

Masonry Other than Above

M, S or N

Note:

Mortar

air

setting

Type S mortar is to be preferred whenever Type M mortar is not required in order to meet the structural requirements.

Table 16-3 Mortar Proportions by Volume Minimum Compressive Strength of Concrete Block – Gross CrossSectional Area (psi.)

Mortar Mix: cement: lime: aggregate

Minimum Compressive Strength on 2” Cubes at 28 Days (psi.)

2,000

1:0:3

3,200

1,500

1:0-1/2:3

2,400

1,000

1:0-1/2:4

1,600

700

1:0-1/2:6

Notes:

In each case the lime fraction is optional. Where ordinary cement with a plasticiser is used, the lime fraction of the mix shall be omitted. Mortar shall otherwise be in accordance with ASTM 476. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials used shall be considered to be as follows: Portland Cement

94 lb.

Hydrated Lime

40 lb.

Sand

80 lb. of dry sand

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Table 16-3(A) Properties of Concrete In-fill Minimum Compressive Strength of Concrete Block â&#x20AC;&#x201C; Gross CrossSectional Area (psi.)

Minimum Compressive Strength of 6â&#x20AC;? Concrete Cubes at 28 days (psi.)

Concrete Mix for In-fill

1,000

2,300

1:3:6*

1,500

3,300

1:2:4*

2,000

3,300

1:2:4*

*Where in-fill height exceeds 24 inches, coarse grout shall be used.

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Table 16-4 Allowable Compressive Stresses for Empirical Design of Masonry* Construction: Compressive Strength of Unit, Gross Area (psi.)

Allowable Compressive Stresses, Gross CrossSection Area (psi.) Type M or S Mortar

Type Mortar

8,000 or greater

350

300

4,500

225

300

2,500

160

140

1,500

115

100

4,500 or greater

225

200

2,500

160

140

Solid Masonry of Brick and Other Solid Units of Clay or Shale, Sand Lime or Concrete Brick

Grouted Solid Masonry of Clay or Shale, Sand Lime or Concrete

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Table 16-4 Allowable Compressive Stresses for Empirical Design of Masonry* (Contâ&#x20AC;&#x2122;d) Construction: Compressive Strength of Unit, Gross Area (psi.)

Allowable Compressive Stresses, Gross CrossSection Area (psi.) Type M or S Mortar

Type Mortar

115

100

3,000 or greater

225

200

2,000

160

140

1,200

115

100

2,000 or greater

140

120

1,500

115

100

1,000

700

Piers of Hollow Units, Cellular Spaces Filled as in Section 15

Grouted Solid Masonry of Clay or Shale, Sand Lime or Concrete 1,500 Masonry of Solid Concrete Masonry Units

Masonry of Hollow Loadbearing Units

*Where empirical design permitted. For other masonry construction types refer to ACI 530 table 5.4.2 Notes:

Linear interpolation for determining allowable stresses for masonry units having compressive strengths which are intermediate between those given in the Table. The allowable shear and tension working stresses are as given in ACI 530 sections 2.3.5 and 2.3.4.

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Table 16-5 Wall Lateral support requirements Construction

Maximum l/t or h/t

Bearing Walls Solid units or fully grouted Other than solid units or fully grouted

20 18

Non-bearing walls Exterior interior

18 36

In computing the ratio for multiply the walls, use the following thickness: 1. The nominal wall thickness for solid walls and for hollow walls bonded with masonry headers 2. The sum of the nominal thicknesses of the withes for non-composite walls connected with wall ties

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SECTION 17 PLAIN AND REINFORCED CONCRETE Contents 1701

GENERAL

1702

CONCRETE QUALITY

1703

MATERIALS AND TESTS

1703.1 1703.2 1703.3 1703.4 1703.5 1703.6

General Cements Aggregates Water Reinforcement Tests on Concrete

1704 REQUIREMENTS

STRENGTH

AND

1704.1 1704.2

Strength Design Serviceability

1705

MIXING AND PLACING

1705.1 1705.2 1705.3 1705.4 1705.5 1705.6 1705.7

Forms and Equipment Mixing of Concrete Conveying Depositing Curing Bonding Hot Weather

1706

FORMS AND DETAILS OF CONSTRUCTION

1706.1 1706.2 1706.3 1706.4 1706.5 1706.6

Design of Forms Removal of Forms Placing of Reinforcement Development and Splices of reinforcement Concrete Protection for Reinforcement Construction Joints 3-97

SERVICEABILITY

1706.7 1707 UNITS

Concrete Walls PRECAST CONCRETE FLOOR AND ROOF

1707.1 1707.2 1707.3 1707.4 1707.5 1707.6 1707.7 1707.8 1707.9 1707.10.

General Strength of Concrete Workmanship Identification and Marking Cutting of Holes Anchorage Bridging Connections Transportation, Storage and Erection Structural Integrity

1708

PRESTRESSED CONCRETE PILES

1708.1 1708.2 1708.3

General Design and Construction Handling and installation

1709

FIBRE REINFORCED CONCRETE

1709.1 1709.2 1709.3 1709.4

General Physical Properties Uses Manufacture

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SECTION 17 PLAIN AND REINFORCED CONCRETE 1701

1702

GENERAL (a)

Reinforced and plain concrete shall be of materials, proportions, strength and consistency as set forth in this Section and shall be designed by methods admitting of rational analysis according to established principles of mechanics.

(b)

Standards of design and construction for reinforced concrete shall be in accordance with the provisions of â&#x20AC;&#x153;Building Code Requirements for Reinforced Concreteâ&#x20AC;?, ACI 318, with modifications per IBC: 2009 section 1908.

(c)

All detailing of concrete reinforcement shall be in accordance with ACI 318 chapter 21. Except where permitted otherwise by this code, all structures shall be assigned to Seismic Design Category D. The detailing provisions of this section of the code assume Seismic Design Category D, where other categories are applicable, the appropriate sections of IBC: 2009 should be referenced.

(d)

All members to be constructed of plain or reinforced concrete shall be designed to resist effectively the loads imposed in accordance with Section 13.

CONCRETE QUALITY (a)

Concrete quality, mixing and placement shall comply with the requirements of IBC: 2009 section 1905.

(b)

Concrete mixes shall generally be proportioned on the basis of field experience and/or trial mixes in accordance with ACI 318, section 5.3.

(c)

Where field or trial data is not available, concrete mixes may be proportioned in accordance ACI 318, section

3-99

5.4, based on the properties in table 17-1 or other data where approved by the Director. (d)

Concrete that will be exposed to sulphate-containing or other chemically aggressive solutions shall contain cements specially formulated to resist chemical action and be proportioned in accordance with ACI 318, section 4.3.1.

(e)

All plans submitted for approval or used for construction of a building or other works show clearly the class of concrete used in the design of all parts of the structure.

1703

MATERIALS AND TESTS

1703.1

General (a)

The Director shall have the right to order testing of any materials used in concrete construction to determine if the materials are of the quality specified.

(b)

Tests of materials and of concrete shall be made in accordance with standards of the American Society for Testing and Materials, and the requirements of ACI 318. All tests are at the expense of the owner.

(c)

For all buildings over three stories or wherever required by the Director, the developer shall provide records at the completion of construction showing that the concrete works were inspected in accordance with the requirements of IBC: 2009 section 1704.4 or as otherwise agreed by the Director.

(d)

A complete record of tests of materials and of concrete placed shall be available for inspection by the Director during progress of work and for 2 years after completion of the project, and shall be preserved by the inspecting engineer or architect or owner (where no professionally qualified architect or engineer has been employed) for that purpose.

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1703.2

Cements (a)

(b)

1703.3

Cement shall conform to one specifications for Portland cement:

the

following

(i)

“Specification for Portland Cement”, ASTM C150.

(ii)

“Specification for Blended Hydraulic Cements”, ASTM C595, excluding Type IS (≥70) which is not intended as principal cementing constituents of structural concrete.

(iii)

Alternative cementitious materials as permitted by ACI 318, section 3.2.1.

Cement used in the work shall correspond to that on which selection of concrete proportions was based.

Aggregates (a)

The use of aggregates for normal structural concrete shall be in accordance with “Specification for Concrete Aggregates”, ASTM C33

(b)

Aggregates failing to meet the specifications listing in 1703.3(a) of this Code, but which have been shown by special tests or actual service to produce concrete of adequate strength and durability may be used where authorized by the Director.

(c)

Nominal maximum size of coarse aggregate shall be not larger than: (i)

1/5 the narrowest dimension between sides of forms, nor

(ii)

1/3 the depth of slabs, nor

(iii)

3/4 the minimum clear spacing between individual pre-stressing tendons or ducts.

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These limitations may be waived if, in the judgement of the Director, workability and methods of consolidation are such that concrete can be placed without honeycombs or voids. 1703.4

1603.5

Water (a)

Water used in mixing concrete shall be potable and clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or reinforcement.

(b)

Mixing water for pre-stressed concrete or for concrete that will contain any aluminium embedments, including that portion of mixing water contributed in the form of free moisture on aggregates, shall not contain deleterious amount of chloride ions.

(c)

Non-potable water shall not be used in concrete unless tested per ASTM C1602.

Reinforcement (a)

Deformed reinforcement shall conform to one of the specifications of the relevant ASTM Standard except as provided in ACI 318. Reinforcement conforming to other Standards may be permitted by the Director provided that tests carried out by a laboratory approved by the Board show that the reinforcement to be used is at least equal in quality to that specified in ACI 318.

(b)

Pre-stressing tendons shall conform to the relevant ASTM. Wire strands, and bars not specifically listed in ASTM A421, A416, or A722 may be used provided they conform to minimum requirements of these specifications and do not have properties that make them less satisfactory than those listed in ASTM A416, A421, or A722.

(c)

Reinforcement consisting of structural steel, steel pipe, or steel tubing may be used as specified in ACI 318.

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(d)

All welding of reinforcement shall conform to “Structural Welding Code – Reinforcing Steel”, AWS D1.4, of the American Welding Society or equivalent Standard approved by the Board. Reinforcement to be welded shall be indicated on the drawings and welding procedures to be used shall be specified. The Director may require the owner to provide a report (with appropriate tests) on the welding carried out. Note: The designation of reinforcing bars is in conformance with US Standards unless otherwise stated.

1703.6

Tests on Concrete (a)

Unless otherwise agreed by the Director, all placed concrete shall be tested and meet the evaluation and acceptance criteria of ACI 318, section 5.6.All tests will be carried out at the expense of the owner

(b)

The frequency of testing shall be per ACI 318, section 5.6.2. Tests shall be carried out in accordance with ASTM C172 or other approved Standard. .

(c)

When the total quantity of a given class of concrete is less than 50 cubic yards, strength test are not required when evidence of satisfactory strength is submitted to and approved by the Director.

(d)

Where there is question as to the quality of the concrete in the structure, the Director may order load tests or test cores for that portion of the structure where the questionable concrete has been placed.

(e)

The maximum allowable slump of concrete shall be 4”. This may be varied by the Director provided the design engineer can demonstrate that concrete of greater slump will produce an acceptable result.

(f)

No water shall be added at the job site to concrete delivered by truck as ready for use except under the 3-103

control of a supervising engineer or other authority acceptable to the Director, and then only when slump tests are made and the concrete delivered is found to have less than the maximum slump required. 1704

STRENGTH AND SERVICEABILITY REQUIREMENTS

1704.1

Strength Design

1704.2

(a)

Refer to ACI 318, section 9.3 for the design strength of concrete structures. The Design strength must exceed the factored loads given in section 1306.2 of this Code

(b)

Analysis shall be carried out in accordance with the requirements of ACI 318, chapter 10.

Serviceability All concrete construction shall comply with the minimum thickness requirements of ACI 318, section 9.5, unless proved by rational analysis that a lesser section can meet acceptable deflection limits.

1705

MIXING AND PLACING

1705.1

Forms and Equipment (a)

Before placing concrete, all equipment for mixing and transporting the concrete shall be cleaned, all debris removed from the spaces to be occupied by the concrete, forms shall be thoroughly wetted or oiled, masonry filler units that will be in contact with concrete shall be well drenched, and the reinforcement shall be thoroughly cleaned.

(b)

Water shall be removed from place of deposit before concrete is placed unless otherwise permitted by the Director.

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1705.2

Mixing of Concrete (a)

Unless otherwise authorized by the Director, the mixing of concrete shall be done in a batch mixer of approved type.

(b)

All concrete shall be mixed until there is a uniform distribution of the materials and shall be discharged completely before the mixer is recharged.

(c)

For job mixed concrete, the mixer shall be rotated at a speed recommended by the manufacturer and mixing shall be continued for at least 1-1/2 minutes after all materials are in the drum. For batches larger than one cubic yard, mixing time shall be increased 15 seconds for each additional cubic yard or fraction thereof. Materials handling, batching, and mixing shall conform to applicable provisions of ASTM C94.

(d)

Ready-mixed concrete shall be mixed and delivered in accordance with the requirements of ASTM C94 or C685.

(e)

Re-tempering concrete with the addition of water after the concrete has taken an initial set shall not be permitted.

(f)

No concrete shall be deposited in forms or used more than a maximum of 1-1/2 hours after the mixing of that particular batch has been commenced, or after water has been added to the batch. The Director has the right to reject all such concrete or order any such mobile equipment off the job site, if in his opinion, mixing has taken place longer than can be allowed to ensure the appropriate concrete strength. The Director may approve the use of a suitable concrete retarder to delay the setting action provided that the builder can prove by tests that the retarder used will not affect the strength of the concrete.

(g)

In cases where there is delay in the completion of placing of concrete which is in progress, the builder

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must make suitable arrangements for completion of the pour or for the removal of the concrete already placed. 1705.3

1705.4

Conveying (a)

Concrete shall be conveyed from the mixer to the place of final deposit by methods which will prevent separation or loss of the materials.

(b)

Equipment for chuting, pumping and pneumatically conveying concrete shall be of such size and design as to ensure a practically continuous flow of concrete at the delivery end without separation of the materials.

Depositing (a)

Concrete shall be depositing as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. The concreting shall be carried on at such a rate that the concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has been partially hardened or contaminated by foreign materials shall be deposited in the structure.

(b)

When concreting is once started, it shall be carried on as a continuous operation until the placing of the panel or section is completed.

(c)

All concrete shall be thoroughly consolidated by suitable means during placement, and shall be thoroughly worked around the reinforcement and embedded fixtures and into the corners of the forms. Where concrete is placed in columns or walls, the placing shall be so conducted that the concrete will not be placed in lift greater than 8 feet. Separate lifts shall be thoroughly compacted.

(d)

Vibrators may be used to aid in the placement of the concrete, provided that the forms are designed to withstand their action, and that the vibrators do not touch the reinforcement. Vibrators should not be used to transport concrete within the forms.

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1705.5

(e)

Where conditions make consolidation difficult or where reinforcement is congested, the Director upon application of the builder may approve alternative methods of placing of the concrete or redesigning the steel in the member affected.

(f)

Special care shall be taken in depositing concrete from heights greater than 4 feet to avoid segregation or separation.

Curing In all concrete structures, concrete made with normal Portland cement shall be maintained above 10 degrees C. and in a moist condition for at least the first 7 days after placing. High-early-strength concrete shall be so maintained for at least the first 3 days. Other curing periods or methods of curing may be used if the specified strengths are obtained see ACI 318, section 5.11.3.

1705.6

Bonding Before new concrete is deposited on or against concrete which has set, the forms shall be re-tightened, the surface of the set concrete shall be cleaned of all foreign matter and washed before the new concrete is placed.

1705.7

Hot Weather During hot weather (temperature in excess of 85 degrees F.), steps shall be taken to reduce concrete temperature and water evaporation by proper attention to ingredients, production methods, handling, placing, protection and curing. See ACI 305R for recommendations.

1706

FORMS AND DETAILS OF CONSTRUCTION

1706.1

Design of Forms (a)

Forms shall conform to the shape, lines and dimensions of the members as called for on the plans, and shall be substantial and sufficiently tight to prevent leakage of

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mortar. Forms shall be properly braced or tied together so as to maintain position and shape. Temporary openings at the bottom of columns shall be provided to facilitate cleaning and inspection before depositing concrete. When the concrete has attained sufficient strength, forms shall be removed from at least two faces of all reinforced members, other than where placed in contact with the soil. (b)

1706.2

Design of formwork shall include consideration of the following factors: (1)

Rate and method of placing concrete.

(2)

Loads, including live, dead, lateral and impact.

(3)

Selection of materials and stresses.

(4)

Deflection, camber, eccentricity and uplift.

(5)

Horizontal and diagonal shear bracing.

(6)

Splices.

(7)

Cross-grain compression

(8)

Loads on ground or on previously placed structure.

Removal of Forms The removal of forms shall be carried out in such a manner as to ensure the complete safety of the structure. Vertical forms may be removed in 24 hours, provided that the concrete has hardened sufficiently so that it is not injured. Bottom forms and shoring for slabs, beams and girders shall not be removed in less than 14 days. Where tests indicated that the concrete has attained sufficient strength to safely support itself and any imposed loads in less time, 3-108

adjustments in the above waiting periods may be approved by the Director in conformance with the results obtained. 1706.3

1706.4

Placing and Detailing of Reinforcement (a)

Skeletal reinforcement and welded wire fabric shall be accurately placed and adequately secured in position by concrete or metal chairs or spacers, or by other acceptable methods. The minimum clear distance between parallel bars, except in columns, shall be equal to the nominal diameter of the bars. In no case shall the clear distance between bars be less than 1 inch, nor less than one and 1-1/3 times the maximum size of the coarse aggregate.

(b)

When reinforcement in beams or girders is placed in two or more layers, the clear distance between layers shall not be less than 1 inch nor less than the diameter of the bars, and the bars in the upper layers shall be placed directly above those in the bottom layer.

(c)

Groups of parallel reinforcing bars bundled in contact to act as a unit are permitted but shall be limited to four bars in any one unit. Bars larger than No.11 cannot be bundled in beams. Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with stagger at least 40 bar diameters. Bundled bars shall be enclosed within stirrups or ties.

(d)

Details of reinforcement placement and detailing shall comply with the requirements of ACI 318, chapter 7, and applicable sections of chapter 21.

Development and Splices of reinforcement Calculated tension or compression in reinforcement at each section of structural concrete members shall be developed on each side of that section by embedment length, hook, headed deformed bar or mechanical device, or a combination thereof. Hooks and heads shall not be used to develop bars in compression. All development and splicing of

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reinforcement shall comply with the requirements of ACI 318, Chapter 12. 1706.5

1706.6

Concrete Protection for Reinforcement (see Table 17-3) (a)

The reinforcement of footings and other principal structural members in which the concrete is deposited against the ground shall have not less than 3 inches of concrete between it and the ground contact surface. If concrete surfaces after removal of the forms are to be exposed to the weather or be in contact with the ground, the reinforcement shall be protected with not less than 2 inches of concrete.

(b)

The concrete protective covering for reinforcement at surfaces not exposed directly to the ground or weather shall be not less than 1 inch for slabs and walls; and not less than 1-1/2 inches for beams, girders and columns. In concrete ribbed or joist floors in which the clear distance between ribs or joists is not more than 30 inches, the protection of reinforcement shall be at least 1 inch.

(c)

Exposed reinforcement bars intended for bonding with future extensions shall be protected from corrosion by concrete or other adequate covering.

(d)

The above protective coverings are minimums but protection shall be not less than elsewhere set forth for required fire resistive ratings and for insurance against corrosion.

(e)

In extremely corrosive atmospheres, such as in locations near the sea, or other severe exposures, the amount of protection (concrete cover) shall be suitably increased but not so much as to allow excessive crack widths at the surface. See ACI 318, section 7.7.6.

Construction Joints (a)

Joints not indicated on the plans shall be so made and located as to least impair the strength of the structure. Where a joint is to be made, the surface of the concrete 3-110

shall be thoroughly cleaned and all laitance removed. Vertical joints shall be thoroughly wetted before placing of new concrete.

1706.7

(b)

A delay of at least 1 day must occur in columns or walls before concreting beams, girders, or slabs supported thereon. Beams, girders, brackets, column capitals, and haunches shall be considered as part of the floor system and shall be placed monolithically therewith.

(c)

Construction joints shall be located in areas in minimum shear. Provision shall be made for transfer of shear and other forces through the construction joint.

Concrete Walls (a)

The design of concrete walls subject to axial loads with or without flexure shall be carried out in accordance with ACI 318, chapter 14.

(b)

The minimum vertical and horizontal reinforcement required for walls shall be in accordance with ACI 318 section 14.3 unless a greater amount of reinforcement is required for shear or other loads.

(c)

The minimum ratio of the area of vertical reinforcement to the gross concrete area shall be:

(d)

(i)

0.0012 for deformed bars not larger than No.5 with a specified yield strength of not less than 60,000 psi, or

(ii)

0.0015 for other deformed bars, or

(iii)

0.0012 for welded wire fabric not larger than W31 or D31.

The minimum ratio of the area of horizontal reinforcement area to the gross concrete area shall be:

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(i)

0.0020 for deformed bars not larger than No.5 with a specified yield strength not less than 60,000 psi, or

(ii)

0.0025 for other deformed bars, or

(iii)

0.0020 for welded wire fabric not larger than W31 or D31.

(e)

Vertical and horizontal reinforcement shall not be spaced further than 3 times the thickness, nor 18 inches.

(f)

In addition to the minimum reinforcement required by 1706.7(d) and (e) of this Code, not less than two No.5 bars in walls having two layers of reinforcement in both directions and one No. 5 bar in walls having a single layer of reinforcement in both directions shall be provided around all window and door openings. Such bars shall be extended to develop the bar beyond the corners of the openings but not less than 24 inches.

1707

PRECAST CONCRETE FLOOR AND ROOF UNITS

1707.1

General (a)

Precast concrete units shall comply with the minimum requirements set forth in this Section, and ACI 318, chapter 16.

(b)

All precast structural items shall be designed by an engineer approved by the Board.

(c)

Only the material cast monolithically with the units at the time of manufacture shall be used in computing stresses unless adequate and approved mechanical shear transfer is provided.

(d)

The Director may require tests to be made by an approved testing laboratory as he may consider necessary to ensure compliance with this Code or uniformity of the products produced. The quantity of 3-112

tests shall be based on consideration of safety or volume of output.

1707.2

(e)

The Director shall have free access to the plant of any producer at all hours of normal operation, and failure to permit such access shall be cause for renovation of approval.

(f)

Failure of any product to satisfy in every respect the quality prescribed, or failure to conform with plans and specifications, shall be cause for rejection of the products.

Strength of Concrete Concrete for precast structural units made of crushed stone or other heavy aggregate shall have a compressive strength of not less than 3,000 psi. at 28 days on standard 6â&#x20AC;? cylinder test.

1707.3

1707.4

Workmanship (a)

The mix, the gradation of the aggregate and the workability shall be such as to ensure complete filling of the form and continuous intimate bond between the concrete and all steel.

(b)

The use of precast structural units not complying with the relevant Standards and Codes listed in the Appendices, or having visible cracks, honeycomb, exposed reinforcing except at ends or, with a compressive section more than 1/8â&#x20AC;? less than specified dimension shall not be permitted.

Identification and Marking All joists, beams and girders, and other units shall show some mark plainly indicating the top of the unit and its location and orientation in the structure. Identification marks shall be reproduced from the placing plans. This mark or symbol shall also indicate the manufacturer, the date of manufacture and the lengths, size and type of reinforcing.

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1707.5

Cutting of Holes No openings not provided for in the structural design shall be made on the job without the specific approval of the engineer and the Director and in accordance with the engineerâ&#x20AC;&#x2122;s written detailed instructions covering such work.

1707.6

Anchorage Anchorage of all precast concrete units shall be designed based on rational analysis to transmit loads and other forces to the structural frame.

1707.7

Bridging Joists shall be secured against lateral displacement by castin-place bridging, and such bridging shall be spaced not to exceed 32 times the width of the compression flange of the joist; except that for roof systems, cast-in-place Portland cement concrete slabs embedding the top flanges not less than 1/2 inch, or steel decks which are welded, shall be accepted in lieu of bridging.

1707.8

1707.9

Connections (a)

All joints and connections shall perform their function at all stages of loading without over-stress and with proper safety factors against failure due to overload.

(b)

Loading conditions to be considered in the design of joints and connections are: service loads, including wind and earthquake forces, volume changes due to shrinkage, creep, and temperature change, erection loads, and loading encountered in stripping forms, shoring and removal of shores, storage and transportation of members.

Transportation, Storage and Erection (a)

Units shall be stored, transported, and place that they will not be overstressed or damaged.

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(b)

1707.9

Precast concrete units shall be adequately braced and supported during erection to ensure proper alignment and safety and such bracing or support shall be maintained until there are adequate permanent connections.

Structural Integrity All precast concrete structures shall be provided with ties and other connections so as to comply with the structural integrity requirements of ACI 318 section 16.5.

1708

PRESTRESSED CONCRETE

1708.1

General (a)

The term â&#x20AC;&#x153;pre-stressed concreteâ&#x20AC;? refers to pretensioned concrete in which the reinforcing is tensioned before hardening of the concrete; or to post-tensioned concrete in which the reinforcing is tensioned after hardening of the concrete or combinations of both pretensioning and post-tensioning.

(b)

All pre-stressed structural items shall be designed by an engineer approved by the Board. Openings not provided for in the structural design shall not be made on the job without the specific approval of the engineer and the Director.

(c)

Design of pre-stressed concrete members shall comply with the requirements of ACI 318, chapter 18. Stresses and ultimate strength shall be investigated at service conditions and at all load stages that may be critical during the life of the structure from the time pre-stress is first applied.

(d)

The Director may require tests to be made by an approved testing laboratory as he may consider necessary to ensure compliance with these Standards or uniformity of the product.

(e)

The Director shall have free access to the plant of any producer at all hours of normal operation, and failure to 3-115

permit such access shall be cause for revocation of approval. (f)

1708.2

1708.3

Failure of any product to satisfy the quality prescribed or failure to conform to plans and specifications shall be cause for rejection of the product.

Design and Construction (a)

Deflection under live load shall not exceed L/240 and where plaster ceilings are to be applied shall not exceed L/360, where L = the span length of the member.

(b)

Calcium chloride shall not be used in concrete for prestressed members.

Handling and Installation The design of Pre-stressed members must account for safe transportation, storage and handling. Members be maintained in a safe position at all times as identified by the engineer, and must be picked up from points as shown on the approved plans or as approved by the engineer and the Director. Note: Disregard of this requirement may lead to collapse of the member.

1709

FIBRE REINFORCED CONCRETE

1709.1

General The development of reinforced concrete using fibreglass materials has led to the construction of structural panels and other primary non-loadbearing members. The principal ingredients of glass-reinforced cement (GRC) are ordinary Portland cement, silica sand and water, mixed with alkali resistant glass fibres to produce the inorganic GRC composite. Glass fibres constitute 5% by weight. The advantage of GRC is its ability to produce elements which are much thinner and lighter than can be made with 3-116

ordinary concrete reinforced with steel. GRC elements of 1/2” thickness are possible while with steel reinforced concrete the thickness of any slab must be at least 1-1/2” to provide cover for the reinforcement. In the TCI where the cover should be at least 1” for exposed elements, the minimum thickness of a slab will be 2-1/2”. 1709.2

Physical Properties Some of the physical properties of typical spray de-watered GRC with a density of 2.0 tonnes per sq. m. are:

Property

At Completion of Cure

Impact strength

15-20 NM/mm2

Compressive strength

60-100 N/mm2

Young’s Modulus

20-25 KN/mm2

Bending – elastic limit

14-17 N/mm2

Bending – ultimate strength

35-40 N/mm2

Tension – elastic limit

9-10 N/mm2

Tension – ultimate strength

14-17 N/mm2

Note:

1N = 0.224809 lb. N/mm2 = 0.00689476 lb. /in.2 x 10

1709.3

Uses GRC technology has been used in the production of semistructural units and complex shapes such as cladding panels, roofing, fire doors and partitions, bus shelters, storage tanks and other units such as corrugated sheeting which can be produced by the spray method. Other smaller units are constructed by premix GRC such as sewer pipes, manhole covers, etc.

1709.4

Manufacture

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GRC members are manufactured under licence. Information on the manufacture, properties and uses of GRC can be obtained from the Building Research Establishment, Wallingford, England.

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Table 17-1 Maximum Permissible Water Cement Ratios for Concrete (1) (without preliminary tests) Maximum Permissible Water Cement Ratio – Non-AirEntrained Concrete (2) Specified Compressive Strength at 28 Days (psi. 6” x 12” cylinder)

US gals. Per 94lb Bag of Cement

Absolute Ratio by Weight

2,500

7-1/4

0.67

3,000

6-1/2

0.58

3,500

5-3/4

0.51

4,000

0.44

Notes: (1)

The minimum cement content shall be not less than 5 bags per cubic yard (a bag weighing not less than 94 lb.) unless the mix is designed specifically for the project.

(2)

Including free surface moisture on aggregates.

(3)

Results shown in this table are based on the use of aggregates complying with ASTM C33. For local limestone aggregates tests are required to arrive at the appropriate water-cement ratio.

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Table 17-2 Minimum Cover to be provided to Concrete A.

Cast-In-Place Concrete (Non-pre-stressed)

Description Concrete cast against exposed to earth

Minimum Cover (in.) and

permanently 3

Concrete exposed to earth and weather

Concrete not exposed to weather or in contact with the ground: Slabs, Walls, Joists

1-1/2

Beams, Columns

1-1/2

Shells, Folded plate members

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3/4

Table 17-2 (cont.) Minimum Cover to be Provided to Concrete (Contâ&#x20AC;&#x2122;d) B.

Precast Concrete Manufactured Under Plant Control Conditions

Description

Minimum Cover (in.)

Concrete exposed to earth or weather Wall Panels: No.14 and No.18 bars*

1-1/2

No.11 bar and smaller

Other members: No.14 and No.18 bars

No.6 through No.35 bars

1-1/2

No.5 bar, W31 or D31 wire and smaller

1-1/2

Concrete not exposed to weather or in contact with the ground Slabs, Walls, Joists: No.14 and No.18 bars

1-1/4

No.11 bar and smaller

3/4

Beams, Columns: Primary reinforcement

Bar diameter, but not less than 3/4 and need not exceed

Ties, Stirrups, Spirals

1-3/4

Shells, Folded plate members: No.6 bar and larger

3/4

No.5 bar, W31 or D31 wire and smaller

1/2

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Table 17-2 (cont.) Minimum Cover to be Provided to Concrete C.

Pre-stressed Concrete

Description Concrete cast against exposed to earth

Minimum Cover (in.) and

permanently 3

Concrete exposed to earth or weather Wall panels, slabs, joists

1-1/4

Other members

1-1/2

Concrete not exposed to weather or in contact with the ground

Note:

Slabs, Walls, Joists

Beams, Columns

1-1/2

Primary reinforcement

Ties, Stirrups, Spirals

1/2

Shells, Folded plate members

1/2

No.5 bar, W31 or D31 and smaller

Bar diameter not less than 1

Other reinforcement

(as above)

See Table 16-3 (A) for bar designations

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Table 17-3 Bar Designations SI Units

US Standard Units

Bar Designation

Diameter (mm.)

Bar Designation

Diameter (in.)

11.3

0.375

16.0

0.500

19.5

0.625

25.2

0.750

29.9

0.875

35.7

1.000

43.7

1.128

56.4

1.270

1.410

1.693

2.257

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Table 17-4 Requirements for Special Exposure Conditions Exposure Condition

Maximum WaterCement Ratio, Normal Density Aggregate Concrete

Minimum Specified Compressive Strength, Low Density Aggregate (Mpa.)

Concrete intended to be water-tight a) Concrete exposed to fresh water

0.50

b) Concrete exposed to seawater

0.45

0.40

For corrosion protection for reinforced concrete exposed to brackish water, seawater, or spray from these sources Notes:

If minimum concrete cover required by Table 16-3 is increased by 10 mm. water-cement ratio may be increased to 0.45 for normal density concrete, or specified compressive strength reduced to 30 MPa. for low density concrete. 1 Megapascal (MPa.) = 145.038 lbf. per sq.in.

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SECTION 18 STRUCTURAL STEEL Contents 1801

SCOPE

1802

BASIS OF DESIGN

1903

APPLICATION TO BUILD

1804

MATERIAL STANDARDS

1805

COLD FORMED STAINLESS STEEL CONSTRUCTION

1806

COLD FORM STRUCTURAL MEMBERS

1807

OPEN WEB STEEL JOIST CONSTRUCTION

1808

WELDING AND CUTTING

1809

HIGH STRENGTH BOLTS

1810

TESTS

1811

DESIGN LOADS

1812

MINIMUM THICKNESS OF MATERIAL

1813

CONNECTIONS

1814

PIPE COLUMNS

1814.1 1804.2

General Allowable

1815

COMPOSITE BEAMS

1815.1 1815.2

Definitions Basis of Design 3-125

1815.3

Protection of Metal

1816

LIGHT GAUGE STEEL CONSTRUCTION

1816.1 1816.2 1816.3 1816.4

Application to Build Duties of the Developer General Standards Structural Members other than Decks

1817

STRUCTURAL SHEETS

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SECTION 18 STRUCTURAL STEEL 1801

1802

1803

SCOPE (a)

This Section deals with the design and construction of steel buildings which must be carried out in accordance with IBC: 2009 Chapter 22

(b)

The general requirements for construction of light gauge steel framed structures are given in section 1816 of this Code.

BASIS OF DESIGN (a)

Steel and iron members shall be designed by methods admitting of rational analysis according to established principles of mechanics.

(b)

The quality, design, fabrication and erection of steel and iron used structurally in buildings or structures shall conform to the provisions of this Code and ANSI/AISC 360 Specification for Structural Steel Buildings.

(c)

All detailing of steel construction shall be in accordance with AISC 341. Except where permitted otherwise by this code, all steel structures shall be assigned to Seismic Design Category D. The detailing provisions of this section of the code assume Seismic Design Category D, where other categories are applicable, the appropriate sections of IBC: 2009 should be referenced.

APPLICATION The requirements set forth in 1801 to 1813 inclusive, herein, are applicable to structures and do not apply to members formed of flat-rolled sheet or strip steel, light gauge steel construction (except structural frames), or other miscellaneous light steel construction.

3-127

1804

MATERIAL STANDARDS Steel for structural applications in buildings shall conform to the “Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use” by the American Society for Testing and Materials, ANSI/ASTM A6. Steel shall be of a material grade approved for use per ANSI/AISC 360.

1805

COLD FORMED STAINLESS STEEL CONSTRUCTION The design, fabrication and erection of cold-formed stainless steel construction shall conform to ASCE-8 “Specification for the Design of Cold-Formed Stainless Structural Members” of the American Iron and Steel Institute.

1806

COLD FORMED STEEL STRUCTURAL MEMBERS (a)

The design of cold-formed steel structural members shall be in accordance with AISI S100. The design of cold-formed steel light-frame construction shall also comply with AISI S200.

(b)

This Subsection provides information on the working stress design for structural members formed from the shaping of flat rolled steel at ambient temperature to form a structural section.

(c)

The developer may utilise any other method of design provided the material used and the design developed will lead to a building which is resistant to hurricane and earthquake forces and to the corrosive environment of the TCI. The materials used and design adopted must be approved by the Director.

(d)

Other references are: (i)

ANSI/ASTM A653: Steel Sheet, Zinc Coated (Galvanised) or ZincIron Alloy-coated (Galvannealed) by the Hot-Dip Process. 3-128

(ii)

ANSI/ASTM A606: Steel Sheet and Strip, Hot-Rolled and ColdRolled, High Strength, Low Allow, with Improved Corrosion Resistance.

1807

OPEN WEB STEEL JOIST CONSTRUCTION The design, fabrication and erection of open web steel joists and joist girders shall be in accordance with IBC: 2009 section 2206, and one of the following Steel Joist Institute (SJI) specifications: 1. SJI CJ-1.0 2. SJI K-1.1 3. SJI LH/DLH-1.1 4. SJI JG-1.1

1808

WELDING Details of design, workmanship and technique for welding, inspection of welding, and qualification of welding operators shall conform to ANSI/AISC 360 and the following American Welding Society (AWS) specifications: 1. AWS D1.1. Structural Welding Code – Steel 2. AWS D1.3 Structural Welding Code – Sheet Steel 3. AWS D1.8 Structural Welding code – Seismic Supplement

1809

HIGH TENSION BOLTS The design and assembly of structural joints and connections using high strength steel bolts shall conform to ANSI/AISC 360 and the “Specifications for Structural Joints Using ASTM A325 or ASTM A490 Bolts” approved by the Research Council on Structural Connections.

3-129

1810

TESTS AND INSPECTIONS The Director shall consider the need for tests and/or mill records to determine the quality of materials and assemblies. Where welding or high tension bolts have been used in the design, the developer shall provide records to the Director at the completion of construction showing that the steel connections were inspected in accordance with the requirements of IBC; 2009 section 1704.3 or as otherwise agreed by the Director.

1811

DESIGN LOADS Designs shall be based on the dead, live, wind and other loads and load combinations set forth in Section 13 and the additional stress considerations set forth in Section 18 of this Code.

1812

MINIMUM THICKNESS OF MATERIAL (a)

The minimum thickness of steel and iron used in buildings or other structures or to resist wind forces, shall be not less than as set forth in ANSI/AISC 360 and where structural members are exposed to industrial fumes, salt water, salt water spray and other corrosive agents, such members shall have a minimum web thickness of 0.25 in. unless the steel used is an atmospheric corrosion-resistant grade approved by the Director. It is recommended that in the corrosive atmosphere of the Turks and Caicos Islands, all steel be protected against corrosion by concrete haunching or other approved forms of protection.

(b)

In the main structural framework of buildings primary members shall be construed to include any steel member used as a column or beam or to support walls or partitions including trusses, isolated lintels spanning openings of 8 feet or more, and any member required to brace a column or a truss or to support 200 sq. feet. or more of floor or roof area.

3-130

1813

(c)

Secondary members shall be construed to include all other steel members, including filling-in beams of floor systems which individually support less than 200 sq.feet of floor or roof area.

(d)

For primary members of the structural frame all steel used shall be at least 0.20 inches. in thickness for interior work. All steel in exterior walls of structures except lintels spanning an opening of less than 8 feet shall be at least 0.20 inches. in thickness when protected as required in 1812(a) of this Code and at least 0.25 in. thick when not so protected.

(e)

Unless otherwise determined by tests, the thickness of fire-resistive members shall be assumed to have the resistance ratings detailed in Table 81.

CONNECTIONS (a)

All connections that form a part of the seismic load resisting system, or as required by ANSI/AISC 360 J1.10, shall be slip critical joints using high strength bolts, or shall use welded joints.

(b)

Snug tightened joints or joints with ASTM A307 bolts may be permitted except for joints specified in subsection (a).

(c)

High strength steel bolts shall be in accordance with section 1809.

(d)

Welded connections shall be in accordance with the specifications of section 1808.

(e)

A competent welding supervisor, who shall be approved by the Director, shall be present at all times when welding is in progress.

3-131

1814

PIPE COLUMNS

1814.1

General

1814.2

(a)

Steel pipes shall comply with ASTM A53, ASTM A500, or ASTM A501.

(b)

Steel pipes may be used as compression members. The pipes shall be new material, the shell shall be straight and the wall thickness shall be not less than 3/16 inches.

(c)

Where pipe columns support loads in excess of 1,000 lb. or are required to be fire-resistive, the pipe shall be filled with 1:3:6 concrete.

Allowable Load (a)

Only the loadbearing capacity of the shell shall be considered in determining the allowable load on a pipe compression member when filled with concrete.

(b)

Loadbearing pipe columns shall be provided with steel bearing plates so designed that the bearing-stresses of the material on which the column is to be placed shall not be exceeded and so that the bending stresses in the steel place shall not exceed those permitted.

1815

COMPOSITE BEAMS

1815.1

Definition (a)

Composite beams shall be the term used to apply to any rolled or fabricated steel floor beam supporting a reinforced concrete slab, so interconnected that the beam and slab act together to resist bending

(b)

Composite action may be achieved by the use of shear connectors or concrete encasement or a poured concrete haunch supporting a concrete slab on either side. At its narrowest point the concrete haunch shall be at least 4 inches wider than the flange of the beam. 3-132

The top of the beam shall be at least 2” above the bottom of the slab and at least 1-1/2” below the top of the slab. There should be no openings in the slab adjacent to the beam. The concrete casing shall be adequately provided with mesh or other reinforcement throughout its depth and across its soffit. 1815.2

Basis of Design The design of composite beams shall be carried out by a professionally qualified engineer and shall be designed in accordance with ANSI/AISC 360 Chapter I. The design, detailing and material for the concrete slab shall follow the requirements of this code and ACI-318.

1815.3

Protection of the Metal All field rivets and bolts and abrasions to the shop coat shall be spot-painted. Buildings or structures not encased in concrete shall be field painted, in addition to the shop coats, with not less than 1 coat of field applied paint compatible with the shop applied paint.

1816

LIGHT GAUGE STEEL CONSTRUCTION

1816.1

Application

1816.2

(a)

Light gauge steel construction shall include structural decks or members formed of sheet or strip steel less than 3/16” thick, and used for loadbearing purposes.

(b)

The use of light gauge steel construction shall be reserved for single- or two-storey detached buildings in Group R Occupancy or in Group M or B Occupancy provided the building is not greater than 2,000 sq.ft in floor area.

Duties of the Developer (a)

For the design, fabrication and erection of prefabricated steel buildings composed of light gauge steel members, the developer shall file with the Director duplicate copies 3-133

of a certificate from a recognised testing laboratory to the effect that tests have been made on this particular type of prefabricated construction. The test results should show the dead loads, live loads and wind loads sustained by the construction in pounds per sq.ft together with a physical description of the building and a description of the tests. (b)

Panels and other elements tested for loads shall sustain without failure a superimposed load equal to 2 times the live load. Recovery within 24 hours after removal of the full test load shall be not less than 75 percent of the observed deflection. The measured deflection for any panel or element under full live load shall not be greater than 1/360 of the span for panels that will not be plastered or 1/240 of the span for other panels and 1/180 of the span for roof decks without ceilings.

(c)

All tests must be carried out in accordance with the applicable Standard of the ASTM

(d)

It is the responsibility of the developer to prove by calculations or test results that the design proposed will provide a building that is resistant to the wind and earthquake forces and other loads given in Section 12, and that the corrosion protection of the steel members will be adequate over the projected life of the building. The building must have the fire resistance required for the class of use.

(e)

It is expected that the developer will supply the following information when applying for a building permit: (i)

Complete structural drawings of the building. The drawings and written information must give the sizes and thicknesses of all members, the connections used, and methods of field assembly.

(ii)

Test results required under 1816.2(a).

(iii)

Test data and specifications of the corrosion method to be used. 3-134

(iv)

1816.3

Other standard information required by the Board as per Section 1 of this Code.

General Standards The design and construction of light gauge steel structures shall be carried out in accordance with AISI S200 and IBC: 2009 sections 2210.2 through 2210.7.

1816.4

Structural Members other than Decks Design and fabrication shall be as set forth in section 1816.2 of this Code. Special attention shall be paid to the following: (a)

All primary and secondary members must be designed in accordance with the standards given in sections 1816.1 and 1816.2 of this Code or in accordance with any other Standard approved by the Board. Except that the minimum thickness of steel of primary members shall be 16 gauge, and the spacing of studs shall be no greater than 24 in. on centres and provision shall be made to resist horizontal wind forces by diagonal members or diaphragm panels attached to the studs. The minimum thickness of secondary compression members shall be 18 gauge and spaced no greater than 24 in. on centres.

(b)

Light-gauge steel for the treads, risers, stringers and landings of stairways shall have a minimum thickness of 12 gauge.

(c)

Light-gauge steel studs for non-bearing partitions shall have a minimum thickness of 20 gauge.

(d)

Light-gauge steel joists or rafters shall be designed with due consideration for wind pressure and suction at the relevant level.

(e)

Unless otherwise provided for in the design, the joist or rafter members shall have not less than 4â&#x20AC;? of bearing on reinforced concrete nor less than 2â&#x20AC;? on steel supports, except that where opposite joists butt over a steel support and positive, approved means of attachment to 3-135

the steel is furnished, a shorter bearing length may be used. Each end of each member shall be anchored. Resistance to diaphragm action shall be provided by the deck or by diagonal members. Bridging shall be provided, spaced not further apart than 32 times the flange width. Such bridging shall be solid sections of the joist material or be cross-bridging formed from approved open-welded joists. (f)

Light-gauge steel used in sandwich construction for wall panels for the exterior or enclosing walls of buildings shall have a minimum thickness of 24 gauge for the sheeting. The minimum thickness for secondary members supporting exterior panel construction shall be 18 gauge.

(g)

Light-gauge steel members resisting lateral stresses in interior partitions of buildings two storeys or more in height shall be not less than 16 gauge.

(h)

Light-gauge steel structural members shall not be used in locations subject to corrosive agents or continuous dampness.

(i)

The design requirements given in 1716.3 and 1716.4 may be varied by the developer, provided that tests on the materials and assemblies show that the structure can accommodate the imposed loads safely and can resist the wind and earthquake forces in accordance with the requirements of Section 12.

Note: United States Standard Gauge used throughout.

1817

STRUCTURAL SHEETS Structural sheet-metal sections may be used for floor decks, roof decks and wall cladding to span between supports; provided the design is based on rational analysis, and design and fabrication comply with the Standard set forth in 1703 or with any other Standard approved by the Board and as follows:

3-136

(a)

Composite slabs on steel decks shall be designed and constructed in accordance with ASCE 3.

(b)

Non-composite steel floor decks shall be permitted to be designed and constructed in accordance with ANSI/SDINC1.0.

(c)

Steel roof decks shall be permitted to be designed and constructed in accordance with ANSI/SBI-RD1.0.

(d)

Sheet-metal sections shall have a minimum thickness of 18 gauge for floors, or 24 gauge for roof and walls and shall be protected as set forth in this subsection.

(e)

The span of sheet-metal sections used for floor systems shall not exceed 40 times the overall depth of the section.

(f)

No structural value shall be allowed for any fill material used with deck systems except in the case of composite floor systems which shall be designed to the approval of the Director.

(g)

The shape of the sections as placed in buildings shall be such as to eliminate any possibility of lateral displacement for compression area.

(h)

Where large openings occur, the perimeter of the openings shall be framed with adequate supports for the floor panels. Small openings shall be reinforced so that the allowable stresses in adjoining materials are not exceeded.

(i)

Positive anchorage for sheet-metal roofs or decks shall be provided by proven mechanical connectors. The anchorage must be capable of resisting the uplift forces caused by hurricane winds and other loads described in Section 12.

(j)

Bolts and rivets shall be not less than 3/16â&#x20AC;? in diameter. Lead, neoprene, or other approved washers not less than 1/2â&#x20AC;? in diameter shall be provided under the heads of all bolts and rivets. 3-137

(k)

Roofing sheets and other structural sheet metal sections spanning between supports shall be designed to support the live load without deflecting more than 1/180 of the span and without permanent deformation.

(l)

All members formed of light-gauge strip or sheet metal shall be treated with protective paint coatings or shall be galvanised. The anti-corrosion treatment must be approved by the Board.

(m) Valley fixings for roof sheets are stronger than ridge fixings and are recommended provided that measures are taken to avoid leaks, such as the use of suitable washers and the use of self-aligning tools for the installation of fixing screws in accordance with the manufacturerâ&#x20AC;&#x2122;s instructions.

3-138

Table 18-1 Fire Resistance of Steel Members Coated with Concrete Inches of

1 Hr

2 Hr

3 Hr

4 Hr

Cement concrete over 2,000 psi.

1-1/2

Cement concrete 1,6002,000 psi.

1-1/2

Cement concrete 1,6002,000* with wire fabric

1-1/2

Concrete block (nominal dimensions)

3-139

3-140

Part 4

Energy

Containing:

Section

Title

Page

Energy Code

4-1

3-141

SECTION 19 ENERGY CODE Contents 1816

LIGHT GAUGE STEEL CONSTRUCTION

1816.1 1816.2 1816.3 1816.4

Application to Build Duties of the Developer General Standards Structural Members other

1901

GENERAL

1901.1 Scope and General Requirements 1901.2 Alternate Materials-Method of Construction, Design or Insulating Systems 1902

DEFINITIONS

1902.1

General Definitions

1903

CLIMATE

1903.1 1903.2 1903.3 1904

Climate Zones Design Conditions Materials, Systems and Equipment RESIDENTIAL

1904.1 1904.2 1904.3 1904.4 1904.5 1905

General Building Thermal Envelope Systems Electrical Power and Lighting Systems Simulated Performance Alternative COMMERCIAL ENERGY EFFICIENCY

1905.1 1905.2 1905.3 1905.4 1905.5 1905.6

General Building Envelope Requirements Building Mechanical Systems Service Water Heating Electrical Power and Lighting Systems Total Building Performance 3-142

1906

REFERENCED STANDARDS

3-143

SECTION 19 ENERGY CODE 1901

GENERAL Buildings must meet the International Energy and Conservation Code 2012 (IECC from here) for any new construction or any renovation and alteration that impact the energy use of the building (i.e., façade, windows, building systems, lighting, etc…). All buildings must meet sections 1901, 1902, 1903, and 1904of this code. The building classifications listed below must meet section 1905 for commercial buildings or section 1906 for residential buildings as applicable, and the related ASHRAE references listed. Building classifications are listed in section 1902, and are defined in Chapter 3 of this code and Chapter 3 of the IBC: 2009. The codes shall be met prescriptively, and if not, an energy model showing the building’s energy use meets or is less than a code compliant building must be submitted to the code officials using a DOE2 based energy modelling software. Compliance for residential projects is strongly encouraged to be prescriptively met.

1902

SCOPE AND BUILDING CLASSIFICATION Buildings classified as being type A, B, E, F, I, and M, and any other commercial buildings, shall comply with IECC and follow ASHRAE 90.1 – 2010 for all projects. Hotels and resorts are considered commercial buildings for the energy code. Building classified as type S or U are exempt from meeting the envelope requirements from the energy code if and only if they do not have air-conditioning, or if the building uses less than 3.4 Btu/h/square foot of the total building space or less than 1.0 Watt/square foot (i.e., a low-energy building). Otherwise, the spaces must comply if conditioned and the façade and envelope shall comply with IECC and follow ASHRAE 90.1 – 2010. Building classified as type H shall comply with IECC and follow ASHRAE 90.1 – 2010.for building envelope and any 3-144

building systems that is not used for safe and healthy for the hazardous conditions. Residential buildings and other buildings classified as type R shall comply with IECC residential section and follow ASHRAE 90.2 â&#x20AC;&#x201C; 2007 for all new construction projects and any renovation that impacts the energy consumption of the home. 1902.1

Scope and General Requirements Refer to IECC Chapter C101 for Building types A, B, E, F, H, I, M, S, and U. Refer to IECC Chapter R101 for Building types R.

1902.2

Alternate Materials-Method of Construction, Design or Insulating Systems Refer to IECC Chapter C102 for Building types A, B, E, F, H, I, M, S, and U. Refer to IECC Chapter R102 for Building types R.

1902.3

Administration and Enforcement Refer to local TCI code authorities for filing documents required.

1903

DEFINITIONS For definitions used in relation to this part of the TCI Energy Code, refer to the IECC as follows below.

1903.1

General Refer to IECC Chapter C201 for Building types A, B, E, F, H, I, M, S, and U. Refer to IECC Chapter R201 for Building types R

3-145

1903.2

General Definitions Refer to IECC Chapter C202 for Building types A, B, E, F, H, I, M, S, and U as applicable Refer to IECC Chapter R202 for Building types R

1904

GENERAL REQUIREMENTS .

1904.1

Climate Zones Turks and Caicos shall be considered climate zone 1A for any project, per IECC and ASHRAE climate zone maps. For climate zone maps Refer to IECC chapter C301 for commercial buildings and R301 for residential buildings.

1904.2

Design Conditions The interior design temperatures used for heating and cooling load calculations shall be a minimum of 75째F (24째C) for cooling for all spaces and a maximum of 72째F (22째C) for heating (when applicable). This shall apply to all spaces that are non-critical. Critical spaces include hospitals, nursing homes, governmental or institutional data centers, type H buildings, and other buildings deemed critical by the TCI code authorities that can have different temperatures used in the load calculations.

1904.3

Materials, Systems and Equipment Refer to IECC chapter C303 for commercial buildings and R303 for residential buildings.

1905

COMMERCIAL ENERGY EFFICIENCY

1905.1

General Refer to IECC chapter C401

1905.2

Building Envelope Requirements

3-146

Refer to IECC chapter C402 1905.3

Building Mechanical Systems Refer to IECC chapter C403

1905.4

Service Water Heating Refer to IECC chapter C404

1905.5

Electrical Power and Lighting Systems Refer to IECC chapter C405

1905.6

Total Building Perfor6ance Refer to IECC chapter C401

1905.7

System Commissioning Refer to IECC chapter C407

1906

RESIDENTIAL

1906.1

General Refer to IECC chapter R401

1906.2

Building Thermal Envelope Refer to IECC chapter R402

1906.3

Systems Refer to IECC chapter R403

1906.4

Electrical Power and Lighting Systems Refer to IECC chapter R404

3-147

1906.5

Simulated Performance Alternative Refer to IECC chapter R404

1907

REFERENCED STANDARDS Refer to IECC chapter 5 of both the commercial and residential codes

3-148

Part 5

Appendices

Containing:

Appendix

Title

Page

A(1)

US Agencies and Standards

5-1

A(2)

US Standards and Codes

5-3

Sheet Metal Gauges

5-8

Weights of Building Material

5-9

Accessibility Persons

Handicapped

5-13

Design Requirements for Consideration by Building Consultants

5-15

Guidelines

for

5-25 Guidance on Effluent Treatment F

APPENDIX A U.S. AGENCIES AND STANDARDS APPENDIX A (1) â&#x20AC;&#x201C; U.S. AGENCIES Designation

Institution

ACI:

American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331

AITC:

American Institute of Timber Construction Suite 140 7012 S. Revere Parkway Englewood, CO 80112

AISC:

American Institute of Steel Construction One East Wacker Drive, Suite 700 Chicago, IL 60601-18021

ANSI:

American National Standards Institute 25 West 43rd Street, Fourth Floor New York, NY 10036

AISI:

American Iron and Steel Institute 1140 Connecticut Avenue, 705 Suite 705 Washington, DC 20036

APA:

APA - Engineered Wood Association 7011 South 19th Tacoma, WA 98466

ASME

American Society of Mechanical Engineers Three Park Avenue New York, NY 10016-5990

ASTM:

ASTM International 100 Barr Harbor Drive West Conshohocken, PA 19428-2959

AWS:

American Welding Society 550 N.W. LeJeune Road Miami, FL 33126

AWPA:

American Wood Preservers Association, 5-1

PO Box 361784, Birmingham, AL 35236-1784 NFPA:

National Fire Protection Association 1 Batterymarch Park Quincy, MA 02169-7471

SDI

Steel Deck Institute P. O. Box 25 Fox River Grove, IL 60021

SJI:

Steel Joist Institute 1173B London Links Drive Foest, VA 24551

TPI:

Truss Plate Institute 218 N. Lee Street Suite 312 Alexandria VA 22314

SDI

Steel Deck Institute P. O. Box 25 Fox River Grove, IL 60021

5-2

APPENDIX A(2) US STANDARDS AND CODES QUOTED Agency

Code

Title

ACI

530

Specifications Structures

ACI

305R

ACI

318

AHA

A135.6.

AISC

341

Seismic Provisions for Structural Steel Buildings, including Supplement No. 1 dated 2005

AISC

360

Specification for Structural Steel Buildings

AISC

S100

North American Specification for the Design of Cold-formed Steel Structural Member

AISC

S200

North American Standard for Cold-formed Steel Framing— General Provisions

ANSI

A17.1/CSA B44—2007

Safety Code for Escalators and Elevators

ANSI

A194.1

ANSI

A208.1.

APA

AFG-01

Adhesives for Field Gluing Plywood to Wood Framing,

ASCE

7-05

Minimum Design Loads for Buildings and Other Structures including Supplements No. 1 and 2, excluding Chapter 14 and Appendix 11A

for

Masonry

Building Code Requirements for Structural Concrete

5-3

ASCE

Standard Specification for the Design of Cold-formed Stainless Steel Structural Members

ASHRAE Standards 2010

62.1 or 62.

American Society of Heating, Refrigeration and Airconditioning Engineers

ASHRAE Standards 2011

901. or 90.2 2010:

N/A

ASME

A18.1.

Safety Standard for Platform Lifts and Stairway Chairlifts

ASME

B 16.22-1980

Wrought Copper and Copper Alloy Solder Joint Pressure Fittings

ASTM

D 5055

Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-joists

ASTM

C62

Specification for Building Brick (Solid Masonry Units Made from Clay or Shale

ASTM

C145

N/A

ASTM

C90

Specification for Loadbearing Concrete Masonry Un

ASTM

C129

N/A

ASTM

C 208

Specification for Cellulosic Fiber Insulating Board

ASTM

C270

Standard Specifications Mortar for Units Masonry

ASTM

C91

Specification Cement

for

Masonry

ASTM

C150.

Specification Cement

for

Portland

ASTM

C33

Specification Aggregate

for

Concrete

5-4

for

ASTM

C595

Specification for Hydraulic Cements

ASTM

C476

Standard Specifications for Mortar and Grout for Reinforced Masonry

ASTM

C1602

N/A

ASTM

A416

Specification for Steel Strand, Uncoated Seven-wire for Prestressed Concrete

ASTM

A421

N/A

ASTM

A722

Specification for Uncoated Highstrength Steel Bar for Prestressing Concrete

ASTM

C94

Specification Concrete

ASTM

C172

Practice for Sampling Freshly Mixed Concrete

ASTM

A606

N/A

ASTM

A490

N/A

ASTM

A 653/A 653Mâ&#x20AC;&#x201D;07

Specification for Steel Sheet, Zinc-coated Galvanized or Zinciron Alloy-coated galvannealed by the Hot-dip Process

ASTM

A53

N/A

ASTM

A500

N/A

ASTM

A 307

Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

AWPA Standard.

U1 - 07

USE CATEGORY SYSTEM: User Specification for Treated Wood Except Section 6,Commodity Specification H

AWPA Standard

A190 - 1

N/A 5-5

for

Blended

Ready-mixed

. AWPA Standard.

U1-13

N/A

AWPA Standard.

405

N/A

AWS

D1.4

Structural Welding Reinforcing Steel

AWS

D1.3

Structural Welding Code—Sheet Steel

AWS

D1.1

Structural Welding Code—Steel

AWS

D1.8

Structural Welding Seismic Supplement

ICC

IFC-09

International Fire Code

ICC

IFGC-09

International Fuel Gas Code

ICC

IMC-09

International Mechanical Code

ICC

IPC-09

International Plumbing Code

ICC

IPMC-09

International Maintenance Code

Property

ICC

IPSDC-09

International Private Disposal Code

Sewage

ICC

IRC-09

International Residential Code and NFPA 70.

ICC

ICC/ANSI A117.1—03

Accessible and Usable Buildings and Facilities

ICC

IMC—09

International Mechanical Code

ICC

IECC—09

International Conservation Code

NFPA

National Electrical Code

NFPA

National Fire Alarm Code

NFPA

Portable fire Extinguishers 5-6

Code

code

–

Energy

SMACNA Handbook

Duct

Construction

SDI

ANSI/NC1.0— 06

Standard for Noncomposite Steel Floor Deck

SDI

ANSI/RD1.0—0

Standard for Steel Roof Deck

Code No.

Description

IECC Item

5-7

APPENDIX B STEEL SHEET METAL GAUGES US Standard Gauge (Uncoated Steel Sheets) Wire Gauge

US Standard Thickness (inches)

4 6 8

0.232 0.192 0.160

10 12 14

0.128 0.104 0.080

16 18 20

0.064 0.048 0.036

22 24 26

0.028 0.022 0.018

28 30

0.148 0.124

5-8

APPENDIX C WEIGHTS OF BUILDING MATERIAL Material

Weight lb./sq.ft.

Ceilings Plasterboard, unplastered

Plaster, 3/4in., and wood lath

Plaster on tile or concrete

Suspended, metal lath and plaster

Floors Hardwood flooring, 7/8 in. thick

Sheathing, yellow pine 1 in. thick

Spruce

2-1/2

Wood block, creosoted 3 in. thick

Cement finish per in. thick

Terrazzo tile per in. thick including base

Gypsum slab, per in. thick

5-9

APPENDIX C WEIGHTS OF BUILDING MATERIAL (Cont’d) Material

Weight lb./sq.ft.

Roofs Corrugated metal, galvanised: 20 gauge

1.66

24 gauge

1.16

28 gauge

0.78

Roofing felt, 3 ply and gravel

5-1/2

Roofing felt, 5 ply and gravel

6-1/2

3 ply ready roofing

Shingles, wood

Tile or slate

5 to 20

Partitions Channel studs, metal lath cement plaster, solid 2” thick

17.5

Studs, 2” x 4” wood or metal lath 3/4” plaster on both sides

Plaster 1/2” on clay tile (one side)

Mortar Rubble Masonry Limestone

150

Dry Rubble Masonry Limestone

125

5-10

APPENDIX C WEIGHTS OF BUILDING MATERIAL (Cont’d) Material

Weight lb./sq.ft.

Earth etc. Excavated Sand, gravel, dry, loose

90 to 105

Sand, gravel, dry, packed

100 to 120

Clay, dry

Clay, damp, plastic

110

Clay, and gravel, dry

100

Earth, dry, loose

Earth, dry, packed

Earth, moist, packed

Earth, mud packed

115

Riprap, limestone

80 to 115

Excavations in Water Sand or gravel

Sand or gravel and clay

Concrete Block 8” x 8” x 16” (from the US)

35 to 40 lb. per block

8” x 8” x 16” (from the Dominican Republic or other areas with igneous or extrusive rock)

45 to 50 lb. per block

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APPENDIX C WEIGHTS OF BUILDING MATERIAL (Contâ&#x20AC;&#x2122;d) Material

Weight lb./sq.ft.

Concrete With aggregate (basalt or other extrusive) rocks eg. From Haiti, Dominican Republic

155 to lb./cu.ft.

160

With aggregate (sedimentary rock) from Jamaica, Bahamas and other quarries

145 to lb./cu.ft.

150

With aggregate from limestone (local sources)

140 to lb./cu.ft

145

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APPENDIX D ACCESSIBILITY GUIDELINES FOR HANDICAPPED PERSONS 1.

Introduction This Appendix provides further information which should be referred to by designers of components for disabled persons. Section 5 of this Code – Barrier Free Design – contains information on which the accessibility design should be based.

Americans with Disabilities Act Designers should be aware of the United States Americans with Disabilities Act (ADA) which was signed into law in July 1990, and which determines the minimum provisions for disabled persons in public institutions. The Act includes:

Title I:

Employment

Title II:

State and Local Government services, regardless of the receipt of federal funds.

Title III:

Public Accommodation establishments etc.

Title IV:

Telecommunications

Title V:

Miscellaneous Provisions – includes attorney’s fees.

–

hotels,

retail

Relevant Guidelines and Standards ICC A117.1 provides detailed information on the design of barrier free facilities.

Other Reading It is suggested that designers also read the following:

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

“Building without barriers for the disabled” – Sarah P. Harkness and James N. Groom Jr.; Whitney Library of Design, 1515 Broadway, New York, New York 10036.

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APPENDIX E 1.

DESIGN REQUIREMENTS BUILDING CONSULTANTS

FOR

CONSIDERATION

Considered Item No.

Description Yes

A â&#x20AC;&#x201C; ARCHITECTURAL A-1

Fire resisting assemblies

A-2

Fire separations and their continuity

A-3

Closures, including tightness and operation

A-4

Egress systems including access to exits within suites and floor areas

A-5

Performance handrails etc.

A-6

Structural capacity of architectural components including anchorage and restraints

A-7

Sound control

A-8

Landscaping design

A-9

Fire resistance

A-10

Access requirements disabilities

A-11

Review of applicable shop drawings

A-12

Damp-proofing and waterproofing walls below grade

A-13

Elevators and escalators

and

safety

for

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guardrails,

persons

with

A-14

Wall cladding systems

A-15

Roof systems and cladding

A-16

Exterior glazing

A-17

Integration of building requirements

A-18

Conditions of development permit issued by the Planning Department

A-19

Conditions of detailed and building permit issued by the Planning Department

B â&#x20AC;&#x201C; STRUCTURAL ENGINEERING

B-1

Structural capacity of structural components (all beams, columns, floors and roof systems) of the building including anchorage, wind and seismic restraints

B-2

Structural aspects of foundations

B-3

Review of all applicable shop drawings

B-4

Structural aspects of all precast members including connections and restraint devices

B-5

Structural aspects of pre and post tensioned design

C â&#x20AC;&#x201C; MECHANICAL ENGINEERING

C-1

AC systems and devices

C-2

Fire dampers at required fire separations

C-3

Continuity of penetrations

C-4

Functional testing of mechanically related fire emergency systems

fire

separations

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C-5

Structural capacity of all mechanical systems including anchorage and seismic restraints

C-6

Review of all applicable shop drawings

C-7

Maintenance manuals for AC systems

D â&#x20AC;&#x201C; CIVIL ENGINEERING D-1

Site drainage systems

D-2

Site grading

D-3

Embankments and retaining walls

D-4

Access roads

D-5

Civil engineering (Parking and Driveways)

E â&#x20AC;&#x201C; PLUMBING E-1

Roof drainage systems

E-2

Continuity of fire separations at plumbing penetrations

E-3

Functional testing of plumbing related fire emergency systems

E-4

Review of all applicable shop drawings

E-5

Water supply and sewerage. Water supply for landscaping

E-6

Structural capacity of plumbing including anchorage and restraints

E-7

Plumbing (sprinkler system)

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systems

E-8

Maintenance manuals for plumbing systems

F â&#x20AC;&#x201C; ELECTRICAL WORKS

F-1

All electrical systems and devices

F-3

Continuity of fire separations at electrical Penetrations

F-3

Functional testing of electrical related fire emergency systems

F-4

Fire protection of wiring for emergency systems

F-4

Electrical systems or landscaping

F-6

Review of all applicable shop drawings

F-7

Maintenance systems

manual

for

electrical

G-LANDSCAPING

G-1

Miscellaneous work. See A-8, D-1, D-2, D-3, $-5, F-5

G-2

Soil replacement

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G-3

Planting

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CERTIFICATE OF THE PRIME CONSULTANT I certify that the building for which an application for a building permit has been requested has been designed in accordance with the requirements of the Turks and Caicos Islands Building Code. Where there is/are (a) deviation/s from the requirements of the Code such deviations have been noted on the plans and the Code of Standard used has been referenced. Signed: ……………………………………………………………………. Prime Consultant Date: …………………………………………………………………….. Note: This form must be submitted to the Director of the Planning in support of an application for a building permit. A building permit will not be issued unless this form has been completed and submitted to and approved by the Director.

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CERTIFICATE OF PRACTICING STRUCTURAL ENGINEER (Ref. 104.4 of the 1998 edition of the TCI Code and 103.2 of the 1994 edition of the Code)

3.1.

Background

The accompanying certificate provides information on the technical requirements of the structural design of the buildings as required under the provisions of the TCI Code. The authority for this request can be found in section 32 (1) of the Physical Planning Ordinance and 104.4 of the TCI Code. It must be noted that 104.4 in itself clarifies the requirements given in the first edition of the Code, which gave the Director the authority to request calculations and other data in support of the application for a building permit.

This form is to be presented to the Director of Planning with the structural plans for the buildings conforming to the categories listed on the form. Completion of the form will ensure that the Director will be able to make more appropriate decisions with respect to compliance of the structure with the standards in the Code.

The use of this form does not in any way increase the work of the structural engineer as the analysis of any structure has to be carried out in a logical way and must be based on the engineerâ&#x20AC;&#x2122;s knowledge of structural mechanics.

This Certificate contains information on the use of the Form and a detailed description of the documents to be attached. The Director will not pass any plans submitted in support of a request for a Building Permit unless the information requested in Section 104 of this code is satisfactorily provided by the structural engineer.

Note: The categories of buildings for which this form shall be used include those buildings listed in Groups I, M, R-1, R-2 and H, in Section 3 of this.

8.1.

DESIGN

5-21

This form is to be used for submissions of applications to the Director for a building permit to construct new buildings, additions to existing buildings and renovations involving changes of use. Ownerâ&#x20AC;&#x2122;s Name: --------------------------------------------------------------Building type: -----------------------------------------------------------------Location: -----------------------------------------------------------------------8.2.

DOCUMENTS ATTACHED â&#x20AC;&#x201C; if and as required by the Director of Planning: Drawing numbers: ----------------------------------------------------------Specifications: Attach separate sheets Calculations: Attach separate sheets Building Class: ---------------------------------------------------------------Existing Building Age: -------------------------------------------------------

8.3.

CERTIFICATE I/We* certify that: 1/

I am /we are* Practicing Structural Engineer(s)* actively involved in the field of Structural Engineering.

I/We* have carried out/checked* the structural design calculations for the above building.

The above-mentioned building work has been designed in accordance with the principles of structural mechanics and, if constructed reasonably in accordance with the documents listed above, shall be capable of sustaining the most adverse combinations of loads to which it will be subjected in accordance with the relevant provisions of the Turks and Caicos Islands (TCI) Building Code. The

5-22

relevant standards, specifications and references relied upon in the design of the building work are as follows: ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------4/

This Certificate is valid for ten years from date of issue, only if the building structure remains as designed.

If the design does not comply with the relevant standards as provided or quoted in the TCI Building Code, state in which areas it differs (attach reports if necessary): ------------------------------------------------------------------------------

Philosophy and Concept of Structural Design (attach report): Gravity Live Loads: --------------------------------------------------Basic and Design Wind Velocities: ------------------------------Basic and Design Wind Velocities: ------------------------------Internal Pressure Coefficient (max): -----------------------------Internal Pressure Coefficient (min): ------------------------------External Pressure Coefficient (max): ----------------------------External Pressure Coefficient (min): -----------------------------Terrain Category: -----------------------------------------------------(Type of topography. If more than one category is used, indicate direction in respect of each category). Earthquake Zone: ----------------------------------------------------5-23

Importance Factor: ---------------------------------------------------Structural system K Factor: ----------------------------------------Structural Stiffness C Factor: --------------------------------------Soils S Factor: --------------------------------------------------------Safe Foundation Bearing Pressure (attach summary geotechnical report): 7/

I/We* have/have not* been engaged to carry out the structural supervision of the construction and will/will not* issue a Certificate to certify that the constructed works are in accordance with the drawings. * Delete where not applicable.

All documents covered by this certificate shall be endorsed and signed by the Practicing Structural Engineer. Name: ------------------------------------------------------------------------------------Qualifications: --------------------------------------------------------------------------Address: --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

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APPENDIX F GUIDANCE ON EFFULENT TREATMENT (Guidance supplied by Disaster Recover Board)

5-25

5-26

5-27

5-28

5-29

5-30